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Southern Regional
Office
400 West
Congress Street
Suite 433
Tucson, AZ 85701
(520) 628-6733
DRAFT PERMIT
SIGNIFICANT AMENDMENT TO
AQUIFER PROTECTION PERMIT NO. P- 100329
PLACE ID 838, LTF 69597
1.0 AUTHORIZATION
In compliance with the provisions of Arizona Revised Statutes (A.R.S.) Title 49, Chapter 2, Articles 1, 2 and
3, and Chapter 4, Arizona Administrative Code (A.A.C.) Title 18, Chapter 9, Articles 1 and 2, A. A. C. Title
18, Chapter 11, Article 4 and amendments thereto, and the conditions set forth in this permit, Pinto Valley
Mining Corp., is hereby authorized to operate the discharging facilities located at the Pinto Valley Mine. The
Pinto Valley Mine is located approximately 8 miles west of Miami, Arizona, in Gila County, over
groundwater of the Salt River groundwater basin in Township 01 N, Range 13 E, Sections 1, 12, 13, 24, 25
and 36; and Township 01 N, Range 14 E, Sections 7, 18, 19, 20, 30, 31, and 32 of the Gila and Salt River
Baseline and Meridian.
This permit becomes effective on the date of the Water Quality Division Director’s signature and shall be
valid for the life of the facility (operational, closure, and post-closure periods), unless suspended or revoked
pursuant to A.A.C. R18-9-A213. The permittee shall construct, operate and maintain the permitted facilities:
1. Following all the conditions of this permit including the design and operational information
documented or referenced below, and
2. Such that Aquifer Water Quality Standards (AWQS) are not violated at the applicable point(s) of
compliance (POC) set forth below, or if an AWQS for a pollutant has been exceeded in an aquifer
at the time of permit issuance, that no additional degradation of the aquifer relative to that pollutant,
and as determined at the applicable POC, occurs as a result of the discharge from the facility.
1.1 Permittee Information
Facility Name: Pinto Valley Mine
Permitted Flow Rate: 22,464,000 gallons per day (gpd)
Facility Address: 2911 N Forest Service Road 287, Miami, AZ 85539
County: Gila
Permittee: Pinto Valley Mining Corp.
Permittee Address: P. O. Box 100, Miami, AZ 85539-0100
Facility Contact: Manuel Estrada, General Manager; 928-473-6214
Emergency Phone No.: (928) 812-5890
Latitude/Longitude: 33° 24 33.0" N / 110 57 48.0" W
Legal Description: Township 01 N, Range 13 E, Sections 1, 12, 13, 24, 25 and 36; and Township
01 N, Range 14 E, Sections 7, 18, 19, 20, 30, 31, and 32 of the Gila and Salt
River Baseline and Meridian.
1.2 Authorizing Signature
________________________________________
Trevor Baggiore, Director
Water Quality Division
Arizona Department of Environmental Quality
Signed this _____day of _____________, 2018
THIS AMENDMENT SUPERSEDES ALL PREVIOUS AMENDMENTS
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 2 of 65
2.0 SPECIFIC CONDITIONS [A.R.S. §§ 49-203(4), 49-241(A)]
2.1 Facility / Site Description [A.R.S. § 49-243(K)(8)]
The Pinto Valley Mine includes an open pit copper and molybdenum mine and ore beneficiation
facilities. The facility consists of ore crushing and flotation concentrating operations, dump leaching
and solvent extraction/electrowinning (SX-EW) operations, tailings impoundments, waste rock
dumps, process solution ponds, stormwater runoff ponds, process pipelines, ancillary maintenance
operation facilities, a solid waste landfill and a wastewater treatment plant (WWTP). The
discharging facilities regulated under this permit, listed below, were reviewed according to the
design and operational plans approved by the Arizona Department of Environmental Quality
(ADEQ) Aquifer Protection Permit (APP) Program. The original APP for this facility was issued in
1996.
Millable ore is crushed and concentrated on-site. Copper concentrate is transported off-site to a
third-party smelter. Molybdenum concentrates are containerized and shipped off-site. Low-grade
ore is deposited in the dump leaching area referred to as Gold Gulch. Raffinate solutions consisting
of weak sulfuric acid are sprayed over the low-grade ore. The resulting pregnant leach solution
(PLS) is collected in a double-lined facility with a leak detection system and pumped to the SX-EW
Plant (APP-exempt) where it is processed using an organic SX-EW process. Resulting cathode
copper is shipped off-site for further refining.
The site includes the following permitted discharging facilities:
FACILITY LATITUDE LONGITUDE DRAINAGE
Low-grade Ore Leach Piles, Gold Gulch Drainage and PLS Facilities
Raffinate Pond 33 24 27" N 110 59 20" W Whitman Draw
Low-grade Ore Leaching Piles 33 25 30" N 110 58 10" W Gold Gulch
Gold Gulch No. 1 PLS Pond 33 24 59" N 110 58 53" W Gold Gulch
Gold Gulch No. 1A PLS Pond 33 25 02" N 110 58 58" W Gold Gulch
Lower Gold Gulch Caisson 33 25 07" N 110 59 10" W Gold Gulch
Gold Gulch Dam No. 2 and
Reservoir 33 25 29" N 110 59 30" W Gold Gulch
Seepage/Stormwater Retention Facilities
No. 1 Seepage Toe Drain and
Caisson 33 23 44" N 110 59 00" W Miller Gulch
No. 1 Upper Basin 33 23 41" N 110 59 05" W Miller Gulch
No. 1 Lower Basin 33 23 41" N 110 59 08" W Miller Gulch
Upper Catchment Upper Pond 33 23 43" N 110 58 39" W Miller Gulch
Upper Catchment Lower Pond 33 23 41" N 110 58 41" W Miller Gulch
Upper Catchment Toe Drain 33 23 37" N 110 58 43" W Miller Gulch
Upper Tule Pond 33 23’16” N 110 58’ 20” W Miller Gulch
Lower Tule Pond 33 23 18" N 110 58 24" W Miller Gulch
Lower Tule Caisson 33 23 16" N 110 58 23" W Miller Gulch
North Pond 33 23 52" N 110 58 11" W Miller Gulch
Peeples Pond 33 23 50" N 110 58 15" W Miller Gulch
Southside Ditch 33 23 24" N 110 58 20" W Miller Gulch
East Catchment & East
Catchment Caisson 33 25 21" N 110 59 37" W Whitman Draw
Slack/Conklin Pond 33 25 14" N 110 59 45" W Whitman Draw
No. 3 Seepage Caisson 33 25 22" N 110 59 52" W Whitman Draw
West Catchment 33 25 11" N 110 59 53" W Whitman Draw
Canyon Dam 33 25 24" N 111 00 00" W Whitman Draw
Road Crossing Pond 33 24 14" N 110 58 46" W Gold Gulch
Able Pond 33 25 34" N 110 59 45" W Gold Gulch
Gold Gulch Final Catchment 33 25 39" N 110 59 36" W Gold Gulch
Baker Pond 33 25 45" N 110 59 53" W Gold Gulch
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 3 of 65
FACILITY LATITUDE LONGITUDE DRAINAGE
Rosa’s Pond 33 27 19" N 110 59 27" W Eastwater Canyon
Cottonwood Reservoir 33 23 23" N 110 57 37" W
Cottonwood
Canyon
Cottonwood Seepage Caisson
System 33 23 04" N 110 58 14" W
Cottonwood
Canyon
Tailings Impoundments
Tailings Storage Facility No. 1
(TSF1) (in post closure) 33 23 55" N 110 58 50" W Miller Gulch
Tailings Storage Facility No. 2
(TSF2) 33 24 30" N 110 59 05" W Whitman Draw
Tailings Storage Facility No. 3
(TSF3) 33 25 00" N 110 59 34" W Whitman Draw
Tailings Storage Facility No. 4
(TSF4) 33 27 04" N 110 59 00" W Eastwater Canyon
Yasin Catchment 33 26 59" N 110 59 41" W Eastwater Canyon
Rosa’s Pond Diversion Ditch 33 27 20" N 110 59 28" W Eastwater Canyon
Road Pond/Lower Runoff
Catchment Pond No. 1 33 27 15" N 110 59 40" W Eastwater Canyon
Charlie Pond/Lower Runoff
Catchment Pond No. 2 33 27 18" N 110 59 50" W Eastwater Canyon
Waste Rock Dumps
Northside Dump 9.1 33 25 35" N 110 58 47" W Gold Gulch
Northside Dump 9.11 33 25 23" N 110 58 49" W Gold Gulch
Northside Dump 9.12 33 25 13" N 110 58 44" W Gold Gulch
Northside Dump 9.3 33 24 25" N 110 58 43" W Gold Gulch
Southside Dump 13 33 24 03" N 110 58 18" W
Cottonwood
Canyon
Southside Dump 14
(in post closure) 33 23 59" N 110 58 36" W Miller Gulch
19 Dump 33 23 36" N 110 57 24" W
Cottonwood
Canyon
19.1 Dump 33 23 49" N 110 57 51" W
Cottonwood
Canyon
19 Extension Dump 33 23 31" N 110 57 04" W
Cottonwood
Canyon
Castle Dome Marginal Dump 33°24’28.70”N 110°57’33.52”W Open Pit
Main Dump 33°25’22.64”N 110°58’00.65”W Gold Gulch
Miscellaneous Facilities
Open Pit 33º 24' 37" N 110 57' 07" W N/A
Concentrator 33 23' 37" N 110 57' 57" W Miller Gulch
Wastewater Treatment Plant 33º 23' 30" N 110º 58' 17"W Tule Tank
Solid Waste Landfill 33º 24' 19" N 110º 58’ 41" W N/A
Annual Registration Fee [A.R.S. § 49-242 and A.A.C. R18-14-104]
The Annual Registration Fee for this permit is established by A.R.S. § 49-242 and is payable to
ADEQ each year. The design flow is 22,464,000 gallons per day (gpd). The permittee shall notify
ADEQ of any change in the facility contact information according to Section 2.7.7.
Financial Capability [A.R.S. § 49-243(N) and A.A.C. R18-9-A203] The permittee has demonstrated financial capability under A.R.S. § 49-243(N) and A.A.C. R18-9-
A203. The permittee shall maintain financial capability throughout the life of the facility. The
estimated closure cost is 97,783,639, and the post-closure cost is $3,356,618, for a total of
$101,140,257. Pursuant to A.A.C. R18-9-A203.C.2, the current financial assurance mechanism is
demonstrated through an Increase Rider to previously submitted Performance Surety Bond totaling
$101,140,257.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 4 of 65
2.2 Best Available Demonstrated Control Technology [A.R.S. § 49-243(B) and A.A.C.
R18-9-A202(A)(5)]
Facilities regulated by this permit shall be designed, constructed, operated, and maintained to meet
requirements specified by A.R.S. §49-243(B) and A.A.C. R18-9-A202(A)(5). The Pinto Valley
Mine currently relies on an actively managed pit containment, operational, hydrologic, and
engineering controls to demonstrate BADCT as prescribed under this section. Facilities not relying
on a future Passive Containment Capture Zone (PCCZ) shall continue to demonstrate BADCT as
prescribed by this section. The permittee is authorized to operate the discharging facilities listed in
Section 2.1 and detailed below.
2.2.1 Engineering Design
Since a PCCZ demonstration is pending, none of the facilities listed in this permit currently
rely on PCCZ for BADCT; however monitoring of the active containment capture zone
(ACCZ) and future PCCZ shall be conducted under this permit. The pit is dewatered by
numerous vertical wells and barge pumps. Various catchments and associated diversion
ditches prevent stormwater runoff from the surrounding hillsides from impacting the south
and northeast areas of the wall slopes of the open pit. While the open pit is not considered
an APP-discharging facility, this permit authorizes storing stormwater and/or process water
in the open pit during operations and temporary cessation. BADCT for the pit shall consist
of maintaining the pit as containment by preventing the water level from exceeding an
elevation of 3,450 feet above mean sea level (amsl) except for brief periods of time during
emergency situations. The exception for emergency situations is not to exceed 30 days in
length without written approval of continuation by ADEQ. The stored water may be
reclaimed to the extent practicable or allowed to evaporate if uses for it cannot be found.
Ponds G, H, J, K and L collect stormwater and are exempt from regulation as surface
impoundments pursuant to A.R.S. §49-250(B)(10). These ponds intercept stormwater
runoff from adjacent watersheds to prevent water from flowing into the pit. Stormwater
from these ponds can be piped to Cottonwood Reservoir.
2.2.1.1 Low-grade Ore Leaching Piles, Gold Gulch Drainage and PLS Facilities
The Gold Gulch No. 1 PLS Pond, Gold Gulch No. 1A PLS Pond, and the North
and south Spillways are all part of the overall Gold Gulch Drainage Facility. The
system is designed for recovery of PLS from the low-grade ore leach piles,
collection of PLS and conveyance of PLS to the SX-EW Plant. The North and
South Spillways shall consist of a series of pumps, leaching piles, collection
ponds, dams, and ditches designed to collect and recycle PLS and stormwater
runoff.
2.2.1.1.1 Raffinate Pond
The Raffinate Pond is located south of and adjacent to the SX-EW
Plant. This pond was constructed by excavating into underlying
limestone and was lined with a 6-inch low-permeability clay-soil-
cement mixture that is compatible with the raffinate (Golder, 1998).
The permeability of the liner was 1 x 10-6 centimeters per second
(cm/sec) or less (Golder, 1998). The acidic solution (raffinate) from the
SX-EW Plant is brought to the proper pH range by adding sulfuric acid
before discharging to the Raffinate Pond. The raffinate is then pumped
and applied to the Low-grade Ore Leaching Piles. The storage capacity
is 23.0 acre-feet. The impoundment is designed and maintained so that
the underlying rocks provide neutralization of normal seepage through
the clay-soil-cement liner and for capture of seepage at APP-regulated
facilities located downgradient to ensure that AWQS are not violated at
a POC. Site-specific characteristics for this facility are described further
in Section 2.2.2 of this permit. The facility is regularly inspected and
maintained. Piping for PLS and raffinate solutions between the SX-EW
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 5 of 65
Plant and the Low-grade Ore Leaching Piles was constructed of
raffinate-compatible, high-density polyethylene (HDPE) and stainless
steel to eliminate the potential for corrosion.
2.2.1.1.2 Low-grade Ore Leaching Piles
During the leaching process, copper shall be extracted from the rock by
passing an acidic solution (raffinate) from the Raffinate Pond through
the leach piles. PLS from the Low-grade Ore Leaching Piles shall be
collected in the Gold Gulch No. 1 and No. 1A PLS Ponds. BADCT
components shall include seepage detection and collection systems,
collection ponds and ditches, stormwater controls, and contouring and
covering at closure, as well as use of site-specific characteristics. Site-
specific characteristics for this facility are described further in Section
2.2.2 of this permit.
2.2.1.1.3 Gold Gulch PLS Ponds
Two ponds collect PLS from the Low-grade Ore Leaching Piles: Gold
Gulch No. 1 and Gold Gulch No. 1A. Two spillways from Gold Gulch
No. 1 to Gold Gulch No. 1A act as an elevation control, preventing
overtopping and freeboard exceedances.
Gold Gulch No. 1 PLS Pond was located approximately 3,000 feet west
of the open pit. It was constructed between 1975 and 1976 and was an
existing structure at the time of permitting. Gold Gulch No. 1 PLS Pond
was designed to capture PLS produced in the Low-grade Ore Leaching
Piles as it flows to the head of Gold Gulch from beneath the piles. It
was lined with compacted low-permeability materials with an estimated
hydraulic conductivity of 1x 10-3 cm/sec or less and served as a
sedimentation basin for settling of sediment prior to flow of PLS to
Gold Gulch No. 1A. The pond was largely filled with 2-inch to 6-inch
drainage material (quartzite) and covered with a 60-foot high buttress
in 2007.
Gold Gulch No. 1 PLS Pond also collected stormwater runoff from the
immediate vicinity of the PLS pond. PLS now flows through the former
Gold Gulch No. 1 PLS Pond to Gold Gulch No. 1A PLS Pond. From
there, PLS is pumped to the SX-EW Plant for recovery of copper.
Stormwater management practices shall route stormwater runoff to
Gold Gulch Dam No. 2 and Reservoir.
Gold Gulch No. 1A PLS Pond receives PLS from Gold Gulch No. 1
PLS Pond from one of two spillways: the North Spillway and the South
spillway pipe. Gold Gulch No. 1A PLS Pond is double-lined with
geomembrane and includes a leak collection and recovery system
(LCRS). The LCRS is monitored in accordance with Section 4.1, Table
4.1-1 and Section 2.5 of this permit.
The capacity of Gold Gulch No. 1A PLS Pond shall be designed and
maintained per BADCT criteria to eliminate the possibility of overflow.
The holding capacity of this pond is approximately 423 acre-feet with
4.25 feet of freeboard. The pond shall be operated and maintained to
prevent overtopping or berm breaches. In the event of an emergency,
solution feed shall be diverted to the SX-EW Plant to prevent overflow.
Design of this pond includes the Lower Gold Gulch Caisson, a concrete
sump that collects PLS for pumpage back to the SX-EW Plant.
The design of Gold Gulch No. 1A PLS Pond was based on flows to the
SX-EW Plant. The impoundment employs an under-drain cutoff trench
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 6 of 65
keyed into bedrock to capture any PLS migrating under the
impoundment. This cut off trench is used to prevent flow to the
underlying bedrock aquifer. These facilities are operated and inspected
according to the requirements in Section 4.1, Table 4.1-4.
The South Spillway between the two PLS ponds is a 36-inch-diameter,
HDPE pipe installed at a 1.0 percent grade. The higher elevation is at
the inlet in Gold Gulch No. 1 PLS Pond and the lower elevation is at
the discharge into Gold Gulch No. 1A PLS Pond. The materials used in
spillway construction include controlled low-strength material, HDPE
geomembrane liner material, a geonet drainage layer, and HDPE large-
diameter profile wall non-pressure pipe.
The South Spillway culvert pipe shall be operated such that the solution
surface at the pipe inlet for normal operation conditions shall be
maintained to an elevation no greater than 1 foot below the existing
spillway invert elevation of 3,525.5 feet amsl.
2.2.1.1.4 Gold Gulch Stormwater Containment
Gold Gulch stormwater shall be contained by Gold Gulch Dam No. 2
and Reservoir, which retain stormwater from Gold Gulch and the waste
rock dumps. The dam was built in 1982. The dam shall be maintained
as a rock-filled embankment approximately 100 feet high with a low-
permeability clay core and a 3-foot-thick transition zone of tailings
sand. The dam shall be 413 feet long with a crest width of 20 feet with
a grout curtain to control seepage. The dam shall be designed and
maintained to retain 206 acre-feet of water. Water collected behind the
dam is pumped to the mill process water system for reuse via Tank 16
(APP-exempt), Gold Gulch Dam No. 2 and Reservoir, TSF4 via the No.
4 Tailings Pipeline, or the Raffinate Pond. All seepage/stormwater
retention facilities related to APP-regulated facilities shall at a
minimum be so designed, constructed, and operated to contain the
direct precipitation plus watershed runoff from the 100-year, 24-hour
storm event plus the normal operating volumes.
2.2.1.2 Seepage/Stormwater Retention Facilities
All seepage/stormwater retention facilities for APP-regulated facilities shall be,
at a minimum, designed, constructed, and operated to contain the
contact/impacted runoff from the 100-year, 24-hour storm event plus the normal
operating volumes or to manage the maximum amount of runoff produced during
5 consecutive days of a MSE whichever is larger, including 2 feet of freeboard.
Each facility has been designed and shall be maintained to manage runoff from
the 100-year, 24-hour storm event plus the normal operating volumes, in addition
to freeboard requirements. Pumping equipment and backup power sources shall
be maintained where necessary for use in controlling stormwater runoff and
recycle it to the process water control system. These facilities shall be operated
and inspected according to the requirements in Table 4.1-4, Section 4.1.
2.2.1.2.1 No. 1 Seepage Toe Drain and Caisson
The No. 1 Seepage Toe Drain was constructed along the southwestern
base of the TSF1 dam and consists of coarse rock emplaced in a 4-foot-
deep, cobble-lined ditch. Commingled tailings seepage and stormwater
runoff from TSF1 shall be collected and conveyed to the No. 1 Seepage
Caisson. The bottom of the ditch is lined with fine tailings with an
estimated permeability of 1 x 10-3 cm/sec or less to limit infiltration.
The slope of the drain shall be maintained to prevent water from
ponding in the bottom of the ditch. The Caisson consists of a rock-filled
basin with a 4-foot-diameter, perforated, concrete caisson emplaced
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 7 of 65
vertically approximately 30 feet into the ground. Water collected in the
Caisson shall be pumped to the Upper Catchment Sand Trap (APP-
exempt); overflow from the Caisson shall be collected in the No. 1
Upper Basin. The seepage shall be collected and returned to the mill
process water system, which is equipped with redundant power.
Inspections of the structure, pumps, and emergency power shall occur
on a routine basis and in accordance with the requirements in Section
4.1, Table 4.1-6 of this permit.
2.2.1.2.2 No. 1 Upper Basin (No. 1 Seepage Pond)
The No. 1 Upper Basin is an excavated basin in native soil at the
southwest corner of TSF1. This basin shall receive and retain overflow
from the No. 1 Toe Drain and No. 1 Seepage Caisson, and stormwater
runoff from the southern face of the TSF1 dam via the Upper Catchment
Toe Drain. The embankment and pond bottom were constructed of
select compacted materials; accumulated fine sediment covers the
bottom and embankment sides. The overflow/spillway shall consist of
a 36-inch inner diameter steel pipe and a 10.5-inch inner diameter
HDPE pipe serving as conveyance piping. Overflows shall be routed to
the No. 1 Lower Basin or No. 1 Seepage Caisson or Upper Catchment
Sand Tank (APP-exempt). The facility and related equipment shall be
regularly inspected and maintained in accordance with requirements in
Section 4.1, Table 4.1-4 of this permit. The capacity of the basin
together with the overflow facilities shall provide storage in excess of
the 100-year, 24-hour storm event. Water from this basin is recycled
and reused by the mine mill water process system, and water
reclamation was considered as a component of existing facility BADCT
for this mine.
2.2.1.2.3 No. 1 Lower Basin (No. 1 Seepage Pond)
The No. 1 Lower Basin is a basin excavated in native soil and located
below the No. 1 Upper Basin and separated from it by a roadway berm.
The embankment and pond bottom were constructed of select
compacted materials; accumulated fine sediment covers the bottom and
embankment sides. The basin shall be maintained for use during
unusual precipitation events. It receives seepage and stormwater runoff
from the No. 1 Upper Basin. Water collected in the basin is pumped to
the No. 1 Seepage Caisson or the Upper Catchment Sand Tank (APP-
exempt). Permitted overflow discharges may report to the AZPDES
Outfall 002 and Pinto Creek and these discharges are monitored in
accordance with AZPDES Permit AZ0020401. The facility and related
equipment are regularly inspected and maintained.
2.2.1.2.4 Upper Catchment Upper Pond
The Upper Catchment Diversion Ditch (APP-exempt) starts at a point
below the Mine Office Building along the east side of Forest Service
Road 287 and discharges into Upper Catchment Upper Pond. The
Upper Catchment Diversion Ditch is part of the Upper Catchment
Collection and Pumping System and consists of a corrugated metal pipe
culvert system that collects stormwater associated with the 100-year,
24-hour storm event and returns it to the Upper Catchment Upper Pond
or Upper Catchment Lower Pond for return to the mill process water
system for reuse as a part of BADCT for the Upper Catchment Upper
Pond.
The Upper Catchment Upper Pond is located east of the southern-most
point of TSF1. This pond receives runoff flows from the Upper
Catchment Diversion Ditch, seepage flows from the southern face of
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 8 of 65
the TSF1 dam, flows from the Upper Catchment Sand and Holding
Tanks (exempt from APP) during storm events that exceed tank
capacity, and runoff from the Concentrator Area.
The pond was excavated in native soil; the embankment was
constructed from selected excavated materials, which were then
compacted. The pond shall have an approximate storage capacity of
0.18 acre-ft, and serve as a sedimentation basin for the Upper
Catchment Lower Pond (below), from which it is separated by an
earthen berm with a 24-inch corrugated metal pipe that acts as an
overflow outlet.
2.2.1.2.5 Upper Catchment Lower Pond
The Upper Catchment Lower Pond is located east of the southernmost
point of TSF1 and is separated from the Upper Catchment Upper Pond
by an earthen berm with a 24-inch corrugated metal pipe that acts as
outlet for drainage to the Upper Catchment Toe Drain. The drainage is
pumped through pipes into the Upper Catchment Holding Tank (APP-
exempt) and then to the Upper Catchment Upper Pond. This
impoundment was excavated in native soils and the bottom and sides of
the embankment were constructed of compacted borrow material and
lined with accumulated fine sediment with an estimated conductivity of
1 x 10-3 cm/sec or less. Water from the pond is recycled by pump back
to the APP-exempt Upper Catchment Holding Tank and then returned
to the mill process water system or pumped to Cottonwood Reservoir
or Upper Tule Pond for storage. The pond shall have a storage capacity
of approximately 14.5 acre-feet. Seepage and flow reaching the
elevation of the metal outlet pipe shall be captured in a French drain
system (the Upper Catchment Toe Drain). The facility is equipped with
diesel engine-driven pumps for emergency use and the facility and
pumps shall be regularly inspected and maintained.
2.2.1.2.6 Upper Catchment Toe Drain
The Upper Catchment Toe Drain is located at the base of the Upper
Catchment Lower Pond and extends in a westerly direction. This French
drain system consists of a 3,000-foot-long, 6-inch-diameter, buried,
slotted HDPE pipe at the base of the Upper Catchment Lower Pond
berm. The toe drain captures seepage and flows through the metal pipe
from the Upper Catchment Lower Pond. This drain discharges to the
No. 1 Upper Basin, where the water is reclaimed for use in the
Concentrator via the mill process water system.
2.2.1.2.7 Upper Tule Pond
Upper Tule Pond is located southwest of the Concentrator, west of and
adjacent to the Forest Service Road 287. The pond was excavated into
native soil; the bottom was compacted; and fine sediments accumulated
on the bottom to provide a low-permeability bottom, with an estimated
permeability of 1 x 10-3 cm/sec or less. Upper Tule Pond collects
stormwater runoff from the Concentrator Area and South Truck Shop
area (roof and concrete aprons) via the Southside Ditch and Mine Office
area, pumped discharge from the Upper Catchment Lower Pond,
seepage and stormwater runoff from the Cottonwood Tailings
Impoundment, and pumped seepage from the Cottonwood Seepage
Caisson System. Accumulated water in this pond is pumped by a
floating barge-mounted pump to the mill process water system.
Overflows from this Pond are directed to the Lower Tule Pond. The
Upper Tule Pond shall have a storage capacity of 17.8 acre-feet. The
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 9 of 65
storage and pumping capacity shall be sufficient to manage the 100-
year, 24-hour storm event.
2.2.1.2.8 Lower Tule Pond
Lower Tule Pond is located southwest of the Concentrator and
northwest and adjacent to Upper Tule Pond. It was excavated into the
native soil below and is separated from the Upper Tule Pond by an
embankment constructed of compacted fill. The sides and bottom are
lined with accumulated fine particulates. The Lower Tule Pond shall
have a storage capacity of approximately 28.9 acre-feet and receives
overflow from Upper Tule Pond. Inflows from the Upper Tule Pond
consist of stormwater runoff, seepage from tailings impoundment, and
treated wastewater from the wastewater treatment plant. Discharge
from Lower Tule Pond is to Tule Holding Tank (APP-exempt). Lower
Tule Pond is part of a closed-loop system and inflows to this Pond are
returned to the mill process water system for water reclamation.
2.2.1.2.9 Lower Tule Caisson
The Lower Tule Caisson is located downstream of the Lower Tule
Pond. The caisson is a vertically-emplaced pipe that intercepts and
collects seepage from the Lower Tule Pond for pump back to the mill
process water system for water reclamation. Seepage is pumped back
to Lower Tule Pond by a submersible, level-actuated pump, with
sufficient capacity to return all flow to Lower Tule Pond, where it is
part of a closed-circuit system that returns all flows to the mill process
water system.
2.2.1.2.10 North Pond
North Pond is located northwest of the Concentrator and is adjacent to
the final tailings thickeners. North Pond shall have a 3-acre-feet storage
capacity and collect stormwater runoff from the Concentrator Area and
excess tailings that may flow out of the final tailing thickener feed
distribution box. This pond was excavated in native soil with
accumulated fine tailings providing a low permeability bottom. A
compacted berm was constructed at the west side of the pond to separate
it from Peeples Pond. Accumulated tailings shall periodically be
pumped back to the thickeners and water pumped to the mill process
water system or discharged to Peeples Pond. North Pond is a closed
loop system. Pumps with a maximum capacity of 600 gpm shall be used
and are installed at the North Pond. The combined pumping capacity of
pumps (in gpm) shall exceed the normal expected inflow to this pond
including flows associated with 100-year, 24-hour storm event.
Portable pumps shall be available for use in emergency situations as a
backup.
2.2.1.2.11 Peeples Pond
Peeples Pond is located west of North Pond and northwest of the final
tailings thickeners. This pond collects process water and stormwater
runoff from the Concentrator Area, and also receives overflow from
North Pond. This water is captured and is returned to the mill circuit
water system upstream of Peeples Pond. Peeples Pond was excavated
into native soil below the mine access road and the excavation was lined
with an engineered, compacted clay liner to reduce seepage. The
estimated permeability is less than 1 x 10-3 cm/sec. The pond is
equipped with three barge-mounted discharge pumps to return the water
to the mill process water system. The pond shall have a storage capacity
of 40.17 acre-feet, which is adequate to handle a 100-year, 24-hour
storm event and contain it for 5 days. The capacity of the pumps shall
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 10 of 65
exceed expected inflow rates to ensure that pump back capacity can stay
ahead of normal inflow and flow associated with the 100-year, 24-hour
storm event.
2.2.1.2.12 Southside Ditch
The Southside Ditch is located south of the South Truck Shop Facility
(APP-exempt) and was excavated into native soil, with culverts used to
pass flow under the roadway. The Southside Ditch collects stormwater
runoff and process spillage from the Concentrator Area and South
Truck Shop and directs it via a collection ditch located west of the Mine
Office buildings into an existing pipe culvert that carries runoff south
to Upper Tule Pond where water is pumped to the APP-exempt Tule
Holding Tank and back to the mill process water system. The bottom
of the Southside Ditch is partially formed from culvert, which reduces
the potential for infiltration. The ditch shall have a carrying capacity
sufficient to contain a maximum flow of approximately 4,000 gpm and
shall be sloped to prevent ponding in the bottom of the ditch.
Accumulated fine sediment in the ditch shall reduce the permeability in
the base and side walls of the ditch to approximately 1 x 10-3 cm/sec or
less to limits infiltration.
2.2.1.2.13 East Catchment and East Catchment Caisson
The East Catchment and East Catchment Caisson are located on the east
side of TSF3 and collect stormwater runoff and seepage from it. East
Catchment was excavated into the natural soil and the bottom and
embankments were constructed of imported compacted fill, with
accumulated fine particulates providing a low-permeability bottom to
the pond of 1 x 10-3 cm/sec or less. The East Catchment Caisson shall
allow fluid to be collected for pump back for use in water reclamation.
The Caisson is installed within the East Catchment. The facility is a
closed-circuit, with all inflows being pumped to the mill process water
system and a downstream seepage collection system to capture any
seepage. The storage capacity of the facility shall maintain a sufficient
volume (5.52 acre feet) to contain the 100-year, 24-hour storm event
and normal operating discharges.
2.2.1.2.14 Slack/Conklin Pond
Slack/Conklin Pond is located downstream and due north of the center
of TSF3 dam and is between East Catchment and Canyon Dam. The
pond was constructed by excavating down in native soil and the
embankment shall be maintained as an engineered, permitted,
jurisdictional dam fitted with a concrete spillway. Slack/Conklin Pond
collects stormwater runoff and seepage from a small drainage area
below TSF3, overflow and seepage from West Catchment, pumped
discharge from No. 3 Caisson, and is an alternate collection point for
water pumped from Canyon Dam. Commingled seepage and
stormwater runoff discharge to Tank 16 on TSF3 decant pond, and
overflow is captured by Canyon Dam. Seepage from Slack/Conklin
Pond shall be collected in No. 3 Seepage Caisson. This pond shall have
a storage capacity of 51.10 acre-feet. The capacity shall be sufficient to
contain the 100-year, 24-hour storm event. The pond shall be equipped
with sufficient pump back capacity to handle cumulative inflows.
2.2.1.2.15 No. 3 Seepage Caisson
The No. 3 Seepage Caisson is located west of and downstream of
Slack/Conklin Pond. This vertically emplaced pipe shall collect
seepage from the French drain system located below Slack/Conklin
Pond. The seepage shall be pumped back to Slack/Conklin Pond by a
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 11 of 65
submersible, level-actuated pump, which has sufficient capacity to
return all flow to Slack/Conklin Pond. The pipe shall have a storage
capacity of approximately 2,000 gallons. Minor seepage that might
bypass the caisson shall be captured by Canyon Dam.
2.2.1.2.16 West Catchment
West Catchment is located downstream of the westernmost portion of
the TSF3 dam. This retention pond shall capture stormwater runoff
from the TSF3 dam face and from the header road located at the top of
the dam. West Catchment was excavated into the natural soil and the
embankment was constructed of imported compacted fill. The bottom
of the facility is formed from compacted fill and accumulated fine
sediment with an estimated low permeability of 1 x 10-3 cm/sec. A barge
pump shall be used to pump discharge to Slack/Conklin Pond or Tank
16. The basin shall have a storage capacity of 7.90 acre-feet, augmented
by gravity overflow to Slack/Conklin Pond, which can contain the 100-
year, 24-hour storm event. The permittee shall perform frequent
inspections, and periodically remove accumulated particulates from the
bottom of the pond as needed to maintain storage capacity, and shall
maintain the barge-mounted dewatering pump.
2.2.1.2.17 Canyon Dam
Canyon Dam is located approximately 1,000 feet west of and
downstream of Slack/Conklin Pond. This dam is constructed into native
soil with an embankment constructed of imported compacted fill. The
bottom of the facility was also constructed from compacted fill and is
lined with accumulated sediment. The dam shall be equipped with a
concrete spillway that acts as an AZPDES outfall. The pond behind the
dam collects stormwater runoff and seepage for the drainage area
located west of the TSF3 and below Slack/Conklin Pond. A diversion
ditch shall be located upstream and to the southwest of Canyon Dam to
divert undisturbed stormwater runoff. This pond shall have an 8.56
acre-feet storage capacity, sufficient to contain the100-year, 24-hour
storm event. The pumping capacity shall be sufficient to prevent
overflow discharge during a 100-year, 24-hour storm event.
Commingled stormwater runoff and seepage discharges shall be
pumped to Slack/Conklin Pond or Tank 16; and overflow shall be
directed to AZPDES Outfall 003.
2.2.1.2.18 Able Pond
Able Pond is located northwest of Gold Gulch Dam No. 2 and just west
of TSF4 access road. It is a constructed impoundment located adjacent
to the No. 4 Tailings Pipeline that is used to convey tailings from the
Concentrator to TSF4. Able Pond was excavated into native soils. A
berm was constructed from excavated spoils and native material. The
bottom and berm were compacted so as to provide a low-permeability
surface. The estimated permeability of this surface is 1 x 10-3 cm/sec or
less. Able Pond shall collect and contain tailings in the event of an
emergency that requires draining or of failure of the No. 4 Tailings
Pipeline. Inflow to Able Pond shall only occur during emergency
situations and discharge would include tailings decant water and
stormwater runoff. Able Pond shall have a design storage capacity of
6.49 acre-feet. The capacity of Able Pond (6.49 acre-feet) shall be
sufficient to contain the entire volume of the No. 4 Tailings Pipeline
located upgradient of the pond. Decant water from this pond is pumped
to Tank 16 for return to the mill process water system and solids are
excavated for disposal as needed to maintain storage capacity.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 12 of 65
2.2.1.2.19 Gold Gulch Final Catchment
Gold Gulch Final Catchment is located downgradient of Gold Gulch
Dam No. 2 and Reservoir, and adjacent to the No. 4 Tailings Pipeline,
which conveys tailings from the Concentrator to TSF4. The Gold Gulch
Final Catchment was excavated into native soils. The berm was
constructed from excavated soils and native material. The bottom and
berm were compacted to provide a low-permeability surface and
contained fine-grained solids reduce the permeability of the bottom.
The estimated permeability of this surface is 1 x 10-3 cm/sec or less.
Gold Gulch Final Catchment collects and contains tailings in the event
of a failure of the No. 4 Tailings Pipeline or as a result of an emergency
requiring draining the pipeline. The Gold Gulch Final Catchment has a
storage capacity of 2.8 acre-feet. The capacity of 2.8 acre-feet shall be
sufficient to contain the entire volume of the pipeline located upgradient
of the pond for complete containment in the event of pipeline failure.
Decant water from this catchment shall be pumped to Tank 16 for return
to the mill process water system and solids shall be excavated for
disposal as needed to maintain storage capacity.
2.2.1.2.20 Baker Pond
Baker Pond is located northwest of Able Pond and is a constructed
impoundment located near the No. 4 Tailings Pipeline. Baker Pond is
used for emergency tailings storage if tailings are released from the
tailings pipeline during the few minutes it would take for detection of
the failure. In the event of tailings release, the system is designed to
collect tailings from the area between TSF4 and Baker Pond. Baker
Pond was excavated into native soils and a berm was constructed from
excavated soils and native material. The bottom and berm were
compacted so as to provide a low-permeability layer to limit infiltration.
The estimated permeability of materials in the base and berm is 1 x 10-
3 cm/sec or less. The storage capacity of Baker Pond is 20.01 acre-feet
and shall be sufficient to contain the entire volume of the No. 4 Tailings
Pipeline located upgradient of the pond and extending north to TSF4,
so complete containment will occur. Water in Baker Pond shall be
disposed through evaporation. Sediment shall be removed periodically
as needed to maintain the pond’s storage and collection capacity.
2.2.1.2.21 Rosa’s Pond
Rosa’s Pond is located at the downstream toe of TSF4 dam near the
center of the dam. The system consists of one evaporation pond
excavated into the native ground, the bottom of which is highly
impermeable. The estimated permeability of the pond base is 1 x 10-3
cm/sec or less. Rosa’s Pond collects seepage and stormwater runoff
from the face of TSF4 dam and the area below Yasin Catchment, which
is regulated by this permit as part of TSF4. Rosa’s Pond shall be
designed and maintained as a containment and evaporation area and is
not equipped with a pumping system. The capacity of 2.85 acre-feet
shall be sufficient to contain the 100-year, 24-hour storm event.
2.2.1.2.22 Cottonwood Reservoir
Cottonwood Reservoir is located southeast of the Concentrator on the
northeast side of the Cottonwood Tailings Impoundment. It has a
maximum height of 32 feet and is approximately 700 feet in length with
an upstream face covered with rip rap and a downstream drainage
blanket. This reservoir was constructed of tailings from downstream of
the reservoir, with a drainage blanket of sand and gravel placed on the
downstream portion of the dam to control seepage and reduce piping of
the existing tailings. The upstream filter consists of silty sand and gravel
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 13 of 65
material. The upstream face of the dam was covered with a riprap layer
of cobbles and boulders ranging in size from 3 to 18 inches.
Cottonwood Reservoir is the primary process water storage facility for
Pinto Valley Mine and receives stormwater runoff, seepage, reclaimed
water and process make-up water. A floating barge-mounted pump
shall be used to deliver recycled water from the reservoir to the mill
head tank. The reservoir storage capacity shall be 453.63 acre-feet
based on a design discharge rate of up to 5,000 gpm. Accumulated fine-
grained tailings have rendered the bottom of the reservoir relatively
impermeable and infiltration that passes through the bottom of the
reservoir shall be collected as seepage in the Cottonwood Seepage
Caisson System. In extreme storm events, surface water may flow over
the reservoir spillway onto the surface of the Cottonwood Tailings
Impoundment to be captured in the Cottonwood Settling Basin. The
Cottonwood Reservoir is a closed system.
2.2.1.2.23 Cottonwood Seepage Caisson System
The Cottonwood Seepage Caisson System is located at the western edge
of Cottonwood Tailings Impoundment and consists of a collection tank,
caisson, and transfer pump. The system collects seepage and
stormwater runoff from within Cottonwood Tailings Impoundment and
from the western face of the impoundment. The caisson is 22 feet deep,
and the water level is maintained at 19 feet below surface. The
collection tank is 4 feet deep and receives seepage water from a 4-inch
diameter pipeline that connects with the decant tower located within the
impoundment. Overflow from the collection tank flows to the caisson.
Pumps within the caisson transfer water to Tule Holding Tank, where
it is pumped to the mill process water system. The Cottonwood Seepage
Caisson System is fully contained collection point that collects water to
be reclaimed for use in the Concentrator. Pumps shall be of sufficient
capacity to prevent the possibility of inadvertent release. In the event of
overflow, the facility is permitted for release of water through AZPDES
Outfall 004
2.2.1.3 Tailings Storage Facilities
Tailings storage facilities (TSFs) were constructed using the upstream construction
method. Tailings shall be deposited in two active engineered tailings impoundments
(TSF3 and TSF4) using cycloning and spigotting to separate the coarse portion of the
tailings from the slimes. The coarse portion shall be used for dam construction. The
slimes were used for lining the tailings decant ponds during the construction of the
decant ponds and were used as low permeability liner material to decrease infiltration
and seepage. This use of slimes is not an on-going operational method.
Decant pond size shall be minimized by constant reclaiming and recycling of
decant water to the process water control system. Beach widths shall be optimized
to enhance dam stability.
Dam stability shall be monitored using piezometers. These facilities shall be
operated and inspected according to the requirements in Section 4.1, Table 4.1-4.
2.2.1.3.1 TSF1
TSF1 has been decommissioned and has not received tailings material
since 1989. The closure work for this facility consisted of: re-grading
the sloped areas, rock armoring on the faces of TSF1 and Southside
Dump 14, placement of evapotranspiration cover on the top and faces,
construction of stormwater diversion channels, and implementing re-
vegetation. The facility remains in post-closure maintenance.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 14 of 65
2.2.1.3.2 TSF2
TSF2 is located north of TSF1 and includes accumulated tailings and a
former decant pond. Deposition of tailings in TSF2 was discontinued in
1989. Any seepage from TSF2 flows into TSF3 in the Gold Gulch
drainage area.
2.2.1.3.3 TSF3
TSF3 is located north-northwest of TSF2 and is permitted to accept
tailings from the flotation process at the concentrator. It consists of a
tailings impoundment, a series of pumps, caissons, collection drains,
ditches, ponds, and tanks designed to collect and recycle seepage and
stormwater runoff from the face of TSF3 Dam. All stormwater runoff
and seepage collected (in the nearby East Catchment and Caisson,
Slack/Conklin Pond, West Catchment, No. 3 Seepage Caisson, and
Canyon Dam) shall be returned to the mill process water system, except
for overflow that is permitted through AZPDES Outfall 003. The
facility shall be operated as a closed-circuit system that meets BADCT
requirements. A minimum 3 feet freeboard is required, measured from
the surface of the supernatant decant pool to the lowest point on the
TSF3 embankment. The facility components shall be regularly
inspected and periodically maintained to ensure proper operation in
accordance with the requirements of this permit.
2.2.1.3.4 TSF4
TSF4 is located approximately 4 miles north of the Concentrator in
Eastwater Canyon and is permitted to accept tailings from the flotation
process at the concentrator. The starter dam was originally constructed
by the upstream method. The design consisted of an excavated dacite
rock-fill embankment with a low-permeability cap on the upstream
face. A 30-foot-thick layer of drain material was placed between the
rock fill and soil cover of Gila Conglomerate with a 10-foot-thick layer
of river run gravel placed on the Gila Conglomerate to act as a toe drain
and shall be maintained to serve in this function. Tailings slimes were
used to line the bottom of the impoundment to create a low-permeability
base. Decant water is recycled to the mill process water system and
seepage and stormwater runoff are directed to downstream intercept
ponds and basins (Yasin Catchment, Rosa’s Pond, and Lower Runoff
Catchment Pond No. 1 [also called Road Pond] and Lower Runoff
Catchment Pond No. 2 [also called Charlie Pond]), which have been
upgraded to increase capture of seepage from the dam. In addition,
operational engineering controls shall be used to reduce the size of the
decant pond, therefore decreasing the seepage emanating from the
pond. The dam face (below elevation 3,790 feet) has been reclaimed
with a minimum 2-foot-thick soil cover, which is subsequently
protected with 6 to 13 inches of rock armor, depending upon slope angle
and locations. While re-vegetation activities are applied to reclaimed
areas to enhance aesthetics and water uptake, the rock armor prevents
erosion. Any discharging dam faces that are not reclaimed will be
stabilized with tackifiers, re-vegetation, or equivalent techniques to
prevent erosion. The Yasin Catchment was excavated into the
northwest face of the TSF4 dam and collects stormwater runoff from
the face of the dam, as well as spills from the TSF4 Pumping Station,
spilled tailings and gland seal pump drips which shall discharge to the
concrete lined gland water sump (APP-exempt) and then through pipes
to Yasin Catchment for pumpage to TSF4 Dam. Yasin Catchment is
located on TSF4. The collected water is then pumped back to the mill
process water system. Charlie and Road Ponds and the Rosa’s
Diversion Ditch are all part of BADCT for TSF4 and collect and divert
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 15 of 65
contact stormwater from the face of the tailings to downstream
structures. These ponds evaporate stormwater received from TSF4.
Stormwater run-on at TSF4 is collected and reused in mine processes.
As long as stormwater run-on is allowed at this facility, pumps shall be
maintained to be used in support of BADCT. The minimum beach
distance of 1,500 feet shall be maintained at this facility during normal
operating conditions, and a minimum of 400 feet following a 100-year,
24-hour storm event. A minimum of 8 piezometers shall be installed
and the water levels shall be measured to ensure the phreatic surface is
maintained within safe operating limits per Table 4.1-5.
In order to fill TSF4 to its maximum permitted elevation of 4,250 feet
above mean sea level (amsl) and remain on patented land or land
authorized by the US Forest Service for such use, TSF4 will require
addition of two boundary dams located on the east side of the facility.
The dams would be constructed in a staged manner, beginning as early
as 2016, and would maintain 5 feet of freeboard measured from the
surface of the supernatant pool to the lowest point of the TSF4 main
embankment and boundary dams. The boundary dams were analyzed
for static and pseudo-static slope stability and for seismic hazard and
meet or exceeded the BADCT requirements for tailings impoundments.
An acceptable seepage analysis was completed to assess the steady-
state seepage condition and evaluate embankment stability for the
maximum pool condition.
North Boundary Dam (NBD): The North Boundary Dam will consist
of an earthen or cyclone sand core and a rock armor layer on the
outboard face embankment; a slope of 2H:1V (horizon to vertical) on
the downstream tailings side and a slope of 3H:1V on the outboard
upstream side; and a maximum crest elevation of 4,250 feet amsl.
South Boundary Dam (SBD): The South Boundary Dam will consist
of an earthen or cyclone sand core and a rock armor layer on the
outboard face embankment; a slope of 2H:1V (horizon to vertical) on
the downstream tailings side and a slope of 3H:1V on the outboard
upstream side; and a maximum crest elevation of 4,250 feet amsl.
2.2.1.4 Waste Rock Dumps
The waste rock dumps and associated runoff impoundments shall be operated and
inspected according to Section 4.1, Table 4.1-4. Waste rock dumps at the facility
fall into two categories: 1) those developed pre-APP and that are in use or 2) those
that were part of the original APP application and have yet to be developed, but
BADCT was approved at the time the original APP was issued. The permittee may
test materials for inertness to determine whether the materials are exempt.
2.2.1.4.1 Northside Dump 9.1
The Northside Dumps are located north of Gold Gulch and are used to
contain waste rock from the open pit. They include Northside Dump
9.1, 9.11, and 9.12, which are located west of the Low-grade Ore
Leaching Piles, and Northside Dump 9.3, which is located south of
Gold Gulch and west of the open pit. Inflows consist of stormwater and
discharges of stormwater runoff. Seepage from these dumps is not
known to occur. The potential for acid generation and attendant
leaching of heavy metal constituents by percolating waters through the
waste rock dumps to the underlying bedrock system is low, based on
the results of the geochemical sampling and analyses which indicate
that materials in the Northside dumps are non-acid forming (Hargis,
1995) (Schafer & Associates, 1995). Stormwater runoff from the 9.11,
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 16 of 65
9.12, and 9.3 Dumps is contained by runoff diversion or collection
facilities.
Northside Dump 9.1 primarily overlies dacite and consists of
approximately 680,000 tons of rock in equal mixtures of granodiorite,
diabase, quartz monzonite, and altered limestone, with small quantities
of Gila Conglomerate, Whitetail Conglomerate, granite porphyry,
schist, and quartzite. Runoff from the 9.1 Dump shall follow natural
drainages and terminate prior to reaching Pinto Creek. Stormwater
intercept and diversion ditches shall be regularly inspected and cleaned.
2.2.1.4.2 Northside Dump 9.11
Northside Dump 9.11 consists of approximately 13.5 million tons of
rock consisting mainly of quartz monzonite and diabase, with smaller
amounts of granodiorite, granite porphyry, Whitetail Conglomerate,
Gila Conglomerate, schist, and quartzite. It overlies Whitetail
Conglomerate and dacite.
2.2.1.4.3 Northside Dump 9.12
Northside Dump 9.12 consists of 560,000 tons of rock consisting
mainly of quartz monzonite and Whitetail Conglomerate, with smaller
quantities of diabase, Gila Conglomerate, quartzite, and altered
limestone. It overlies Whitetail Conglomerate and dacite.
2.2.1.4.4 Northside Dump 9.3
Northside Dump 9.3 consists of approximately 9 million tons of waste
rock consisting mostly of diabase and Whitetail Conglomerate, with
additional granodiorite, schist, quartzite, basalt, altered limestone, and
some tailings. This waste rock was placed above Gila Conglomerate.
2.2.1.4.6 Southside Dump 13
The inactive Southside Dumps are located on the south side of the mine
and are used to contain waste rock from the open pit. They include
Southside Dump 13 and Southside Dump 14, which are located
northwest of the Concentrator and southwest of the open pit and
southeast of TSF1, and 19 Dump and 19.1 Dump, which are located
south of Schist Hill, south of the open pit. The overall acid-forming
potential of the Southside Dumps is considered to be moderate to low
because of the composition of the rock types deposited there. Drainage
from the Southside Dumps shall be controlled and contained. Diversion
ditches shall limit the amount of stormwater run-on to the dumps and
direct runoff to collection ponds or other facilities for reclamation. No
stormwater runoff from the waste rock dumps is discharged. The
potential for acid generation and attendant leaching of heavy metal
constituents by percolating waters within the waste rock dumps to the
underlying bedrock system is low, based on the results of the
geochemical sampling and analyses.
Southside Dump 13 (6.9 acres) consists of approximately 1 million tons
of rock composed primarily of diabase and quartz monzonite, with
smaller amounts of granodiorite, Gila Conglomerate, Whitetail
Conglomerate, and basalt. It overlies Gila Conglomerate and basalt.
2.2.1.4.7 Southside Dump 14
The Southside Dump 14 has been decommissioned and was closed as
part of TSF1 closure. The area where the Southside Dump 14 existed
overlaid TSF1 and the majority of the material was used in constructing
the cover layer for TSF1. The closure work for this facility consisted
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 17 of 65
of: re-grading the sloped areas, rock armoring on the faces of TSF1 and
Southside Dump 14, placement of evapotranspiration cover on the top
and faces, construction of stormwater diversion channels, and
implementing re-vegetation. The facility remains in post-closure
maintenance.
2.2.1.4.8 19 Dump
The 19 Dump has a disposal capacity of 101.3 acres and consists of
approximately 27 million tons of rock composed mostly of schist. The
dump overlies granite. Stormwater runoff from 19 Dump shall flow to
Cottonwood Reservoir.
2.2.1.4.9 19.1 Dump
The 19.1 Dump has a disposal capacity of 1.3 acres and is a small dump
consisting of less than one million tons of waste rock comprised of
schist. It overlies schist. Stormwater runoff from 19.1 Dump shall flow
into the open pit.
2.2.1.4.10 19 Extension Dump
The 19 Extension Dump shall be located south of the existing 19 Dump
in Cottonwood Canyon and shall be used to contain waste rock from
the open pit. It shall consist of approximately 19 million tons of waste
rock and will cover 156 acres. Stormwater runoff from the Cottonwood
Canyon drainage area will be discharged to the Cottonwood Reservoir,
where it shall be fully captured and returned to the mill process water
system. No direct releases to the aquifer will occur. The dump shall be
designed, constructed, and operated in accordance with the
requirements of the approved BADCT design. It will be constructed
exclusively from non-acid forming schist and will be constructed
partially on the existing 19 Dump and will bridge the upper reaches of
Cottonwood Canyon.
2.2.1.4.11 Castle Dome Marginal Dump (CDMD)
The CDMD will be located adjacent to the south edge of the PVM Open
Pit and contain approximately 10,000,000 tons of marginal-grade waste
rock on 45 acres, of which 15 acres will be on undisturbed ground, 15
acres on disturbed ground (historic mill site), and approximately 15
acres will be outside the area of the mill site. The Castle Dome mill site
is not part of BADCT for a discharging facility. The CDMD was
analyzed for both static and dynamic loading conditions and meets the
BADCT (Appendix E) factor of safety (FOS) design criteria. The build-
out height of the CDMD shall be no greater than 360 feet at a crest
elevation of 4,370 feet amsl. Geochemical modeling along with static
tests indicated that there is potential for the CDMD to generate acidic
rock drainage, which will discharge to the Open Pit (hydrologic sink).
2.2.1.4.12 Main Dump
The Main Dump, with a total footprint of approximately 342 acres, will
be located on a portion of the retired Low-grade Ore Leaching Piles
(LGLP) north of the Open Pit. The total volume of material to be placed
on the Main Dump will be approximately 142,760,000 million tons.
This facility will occupy the footprints of the formerly permitted but
unbuilt APP facilities namely: Gold Gulch West Dump (GGWD), Gold
Gulch East Dump (GGED), and the LGLP expansion consisting of
additional lifts of leach ore material on approximately 170 acres on the
northwestern portion of the existing LGLP. While a majority of the
Main Dump will be located on the retired leach pile, about 27.3 acres
of the eastern portion will be located on undisturbed ground. The
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 18 of 65
eastern portion of the dump that will be located on undisturbed land will
be underlain by limestone and dacite which have hydraulic conductivity
values ranging from 2 x 10-3 to 2 x 10-6 cm/sec. The previously
permitted Gold Gulch dumps were analyzed for both static and dynamic
loading conditions and meet the BADCT factor of safety (FOS) design
criteria.
There is no change to the stability assessment for the waste rock in Main
Dump, as the design heights and slopes are designed to the same
stability criteria as for the prior GGDs and leach dump material. Slope
angles for the surface of the Main Dump vary slightly over the facility
but range from 29 to 30 degrees as was previously designed for the
GGDs and the leach material. The Main Dump design incorporates
design heights that are not substantially different than used in 2014. The
top bench of western portion of the Main Dump, for example, is 6 feet
higher than the bench height for the “New Low-Grade Leach Material”.
The top benches of the central and eastern portion of the Main Dump
are 14 feet lower than the top benches of the GGDs. The maximum crest
elevation of the Main Dump will vary from approximately 4,444 feet
near the west end, to approximately 4,804 feet near the east end of the
dump.
2.2.1.5 Concentrator Area
The Concentrator Area consists of several related structures and facilities used to
recover copper-rich and molybdenum-rich concentrates from sulfide ore. These
facilities include primary and secondary crushing, and intermediate ore storage;
the main Concentrator where grinding and froth flotation are performed;
concentrated and tailings thickeners; various storage tanks, which are exempt
from APP used for concentrate and water; reagent preparation; and concentrate
handling. Runoff from the Concentrator Area is directed to APP-regulated storage
facilities because of the presence of intermediate ore stockpiles. The concentrate
facility is located in above ground tanks and is exempt from APP regulation.
Runoff from the Concentrator Area will be contained by downstream
seepage/stormwater retention facilities as described in the approved plans
submitted with the original APP application. The run-off impoundments
associated with the Concentrator Area are listed in this permit as discharging
facilities and shall be operated and inspected according to Section 4.1, Table 4.1-
6.
2.2.1.6 Solid Waste Landfill
The Solid Waste Landfill is an unlined facility located within the pollutant
management area of this aquifer protection permit. The landfill has obtained
authorization for disposal of solid waste pursuant to the Disposal General Permit:
Non-Municipal Solid Waste Landfills at Mining Operations (A.A.C. R18-13-
802).
2.2.1.7 Wastewater Treatment Plant
Sewage from most buildings in the main plant area is delivered by gravity to the
WWTP via a subgrade pipeline system. The WWTP is a factory built, Smith &
Loveless Model 20-B-25 Oxigest extended aeration-type sewage treatment plant
that consists of primary and secondary treatment. The primary filtration system
removes large solids and trash from the system. After primary filtration, the
effluent is gravity-fed to a secondary treatment system consisting of an aerobic
degradation system. The effluent is treated by injecting air into the receiving tank
to increase the oxygen content of the incoming effluent and to provide agitation
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 19 of 65
of the tank. The WWTP is designed to meet the treatment performance criteria for
existing facilities as specified in A.A.C. R18-9-B205.
2.2.1.8 Open Pit
The open pit is located northeast of the Concentrator in the Gold Gulch drainage
area and is the source of ore and waste rock. The Pinto Valley ore body contains
chalcopyrite, pyrite, and minor molybdenite as the only significant primary
sulfide minerals and is hosted in the Lost Gulch quartz monzonite. Although there
was mining between 1943 and 1953, development of the current mining operation
began in 1972. The pit is dewatered by numerous vertical wells and pumps.
Various catchments and associated diversion ditches prevent stormwater runoff
from the surrounding hillsides from impacting the south and northeast areas of the
wall slopes of the open pit.
This permit authorizes storing stormwater and/or process water in the open pit
during operations and temporary cessation. BADCT for the pit shall consist of
maintaining the pit as containment by preventing the water level from exceeding
an elevation of 3,450 feet amsl except for brief periods of time during emergency
situations. The exception for emergency situations is not to exceed 30 days in
length without written pre-approval of ADEQ. The stored water may be reclaimed
to the extent practicable or allowed to evaporate if uses for it cannot be found.
Ponds G, H, J, K and L collect stormwater and are exempt from regulation as
surface impoundments pursuant to A.R.S. §49-250(B)(10), but are a part of
BADCT for the open pit. These ponds intercept stormwater runoff from adjacent
watersheds to prevent water from flowing into the pit. Stormwater from these
ponds is piped to Cottonwood Reservoir.
2.2.2 Site-specific Characteristics
Site-specific characteristics that were used in the BADCT demonstration are included in
this section. The depth to groundwater beneath this facility ranges from artesian conditions
in APP-6 to 405 feet below ground surface (bgs) in APP-1Br, but varies seasonally.
Groundwater modeling results have been presented to ADEQ to demonstrate that the open
pit constitutes a hydrologic sink. Modeling (Hargis & Associates, 1995) was used as the
basis for the BADCT demonstration for containment in the pit. At present the Castle Dome
Marginal Dump is the only regulated facility that relies on the hydrologic sink as part of
BADCT. Monitoring, inspection, and reporting requirements associated with the pit lake
and hydrologic sink shall be conducted in accordance with Table 4.1-4 of this permit.
2.2.2.1 Low-grade Ore Leach Piles, Gold Gulch Drainage and PLS Facilities
The following sections describe the site-specific BADCT for discharging
facilities, if used in the BADCT demonstration.
2.2.2.1.1 Raffinate Pond
The soil cement-lined Raffinate Pond was constructed by excavation
into an underlying limestone formation, which has a buffering capacity
to neutralize acidic seepage, as demonstrated by column testing (Hargis
& Associates, 1997). This neutralization capacity shall be used to
minimize infiltration of acidic solution and was considered and
approved as part of BADCT design. If over time the neutralization
potential of the underlying system is exceeded, BADCT upgrades may
be required for this facility.
2.2.2.1.2 Low-grade Ore Leaching Piles
The bedrock underlying the Low-grade Ore Leaching Piles has an
estimated hydraulic conductivity of less than 1 x 10-3 cm/sec, as
demonstrated through a water budget analysis and testing (Hargis &
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 20 of 65
Associates, 1995). In addition, upward vertical gradients have been
observed in wells in this area and there are springs located near-by
(Hargis & Associates, 1995). The low hydraulic conductivity of the
bedrock system that underlies the Low-grade Ore Leaching Piles and
the presence of upward hydraulic gradients and springs in the area were
considered as part of BADCT design for this facility. These
characteristics shall be used to minimize the opportunity for infiltration
of PLS into the underlying rocks.
2.2.2.1.3 Gold Gulch PLS Ponds
Gold Gulch No. 1 PLS Pond was constructed using on-site materials
containing sufficient fines to provide a compacted, low permeability
embankment which shall serve as a sedimentation pond prior to PLS
conveyance to Gold Gulch No. 1A PLS Pond to reduce fines in PLS
solutions pumping back for extraction. The estimated permeability of
these materials is 1 x 10-3 cm/sec or less and this characteristic and the
fact that PLS No. 1 was an existing facility at the time of permitting
were used as part of the BADCT demonstration for this facility. These
characteristics shall be used to prevent loss and migration of PLS to the
bedrock aquifer that underlies the impoundment.
2.2.2.1.4 Stormwater Containment at Gold Gulch
No site-specific characteristics were used in support of BADCT for
these facilities.
2.2.2.2 Seepage/Stormwater Retention Facilities
No site-specific characteristics were used in support of BADCT for these
facilities.
2.2.2.3 Tailings Storage Facilities
Site-specific conditions shall be used to minimize the opportunity for acid-rock
drainage production or accumulation and monitoring and characterization shall be
performed in accordance with Sections 2.3.3 and 2.5.1.3 of this permit.
2.2.2.3.1 TSF1
TSF1 is underlain by Gila Conglomerate and limestone. The
demonstrated acid neutralization potential of these two formations,
based on testing, is used in support of BADCT for this impoundment
(Hargis, 1997).
2.2.2.3.2 TSF2
TSF2 is underlain by volcanic rock and limestone. The demonstrated
acid neutralization potential of these two formations, based on testing,
is used in support of BADCT for this impoundment (Hargis, 1997).
2.2.2.3.3 TSF3
TSF3 is underlain by volcanic rock. The demonstrated acid
neutralization potential of the volcanic rock, based on testing, is used in
support of BADCT for this impoundment (Hargis, 1997).
2.2.2.3.4 TSF4
TSF4 is underlain by dacite and Gila Conglomerate. The demonstrated
acid neutralization potential of these two formations, based on testing,
is used in support of BADCT for this impoundment (Hargis, 1997).
2.2.2.4 Waste Rock Dumps
For existing waste rock dumps constructed prior to 1986, no site-specific
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 21 of 65
characteristics were used in support of BADCT. The underlying rock types for
each waste rock dump are known and an analysis of the acid-neutralization
characteristics of the rock types at Pinto Valley was conducted by Hargis &
Associates (1997) that concluded that the waste rock dumps were constructed on
neutralizing or non-acid-generating bedrock.
For planned waste rock sumps, site-specific conditions shall be used to minimize
the opportunity for acid-rock drainage production or accumulation. For BADCT
in new waste rock dump locations, tests shall be performed prior to emplacement
to limit the potential for leaching to maximum extent possible.
Stormwater runoff from the Waste Rock Dump areas shall be contained, reclaimed,
and recycled into the process water control system. The east and south waste rock
dumps shall consist of waste rock placed on non-acid generating schist, Gila
Conglomerate, and Whitetail Conglomerate, as determined by testing for acid
generating potential, Synthetic Precipitation Leaching Procedure tests and Acid
Base Accounting. Runoff from these dumps shall either discharge to the open pit
or the process water storage reservoir where it shall be contained, reclaimed, and
recycled into the process water control system.
2.2.2.5 Concentrator Area
No site-specific characteristics were used in support of BADCT for this facility.
2.2.2.6 Solid Waste Landfill
The Solid Waste Landfill is located within the footprint of the Northside Dump
9.3. Formerly, disposal areas were prepared by excavating trenches within the
waste rock dump, placing the materials in a trench, and covering the materials with
additional waste rock.
2.2.2.7 Wastewater Treatment Plant
No site-specific characteristics were used in support of BADCT for the WWTP.
2.2.2.8 Open Pit No site-specific characteristics were used in support of BADCT for the open pit.
2.2.3 Operational Requirements
The discharging facilities shall be operated according to and inspected for compliance with
the requirements in Section 4.1, Table 4.1-4. If damage is identified during an inspection
that could cause or contribute to a discharge, proper repairs shall be promptly performed
in accordance with Section 2.6 of this permit.
2.2.3.1 Low-grade Ore Leaching Pile, Gold Gulch Drainage and PLS Facilities
Gold Gulch No. 1 and No 1A PLS Ponds shall be inspected in accordance with
Table 4.1-4, daily to ensure there are no visible cracks, holes or leaks in liner; the
discharge pump is in good working order; there is no evidence of seepage; a
minimum of 2 feet of freeboard is maintained; the spillways are free of debris,
sediments, vegetation, or other obstructions; there is no substantial erosion,
subsidence, cracking or other damage to berm or dam; the collection sump pumps
are working properly; the backup power generator is in good working order; there
is no impairment of access to leak detection and gravity drain system; and that the
leak detection and gravity drain system is in good working order. These facilities
shall also be inspected annually and after every rainfall greater than or equal to 3
inches in 24 hours to verify that liquid storage facility is maintained at 80 percent
of design volume.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 22 of 65
2.2.3.1.1 Raffinate Pond
The Raffinate Pond shall be inspected weekly in accordance with
Section 4.1, Table 4.1-4 to ensure there is no substantial erosion,
subsidence, cracking, piping soughing, or sliding of dams and berms;
no visible seepage from dams and berms; and at least 2 feet of freeboard
as measured from the pond gauge.
The Raffinate Pond shall be operated to contain normal operating pond
process solution volume plus the storm volume associated with the 100-
year, 24-hour storm event. Embankment integrity and the pond access
shall be maintained so that operation of the pond and BADCT design
are not impaired; conveyances and diversions shall not have excessive
erosion; and accumulated debris in conveyances and diversions shall be
removed when fluid flow is impaired. Pumps, valves, and structures for
pump operation and structural integrity shall be inspected at pump
locations. The Raffinate Pond was monitored for discharge
characterization per Table 4.4-1.
2.2.3.1.2 Low-grade Ore Leaching Piles
The Low-grade Ore Leaching Piles are irrigated with raffinate up to a
rate of approximately 7,600 gpm. The PLS produced in the Low-grade
Ore Leaching Piles flows to the head of Gold Gulch from beneath the
piles and is captured in Gold Gulch No. 1 PLS Pond.
2.2.3.1.3 Gold Gulch PLS Ponds (No. 1 and 1A)
Gold Gulch No. 1 PLS Pond shall capture PLS from the Low-grade Ore
Leaching Piles. PLS shall be collected at the toe of the leach piles in the
PLS pond and be pumped to the SX-EW Plant for processing. Entrained
solids in the PLS sink to the bottom of Gold Gulch No. 1 PLS Pond
under the influence of gravity. This settling process reduces sediment
content in the PLS, which prevents restriction of the flow of PLS from
Gold Gulch No. 1 PLS Pond into Gold Gulch No. 1A PLS Pond.
2.2.3.2 Seepage/Stormwater Retention Facilities
The No. 1 Upper Basin, No. 1 Lower Basin, Upper Catchment/Upper Pond, Upper
Catchment/Lower Pond, East Catchment and East Catchment Caisson, West
Catchment, and the Gold Gulch Dam No. 2 and Reservoir shall be inspected
weekly to ensure there is no substantial erosion, subsidence, cracking, piping,
sloughing, or sliding of dams and berms; no visible seepage from dams and berms;
pumps in good working order; that backup power supply is operational; there are
no exceedances of BMP-required surge capacity; and that a minimum of 2 feet
freeboard is maintained. These facilities shall also be inspected annually and after
every rainfall greater than or equal to 3 inches in 24 hours or after a natural disaster
to check for unexpected or sudden losses of fluids and to verify that liquid storage
in the facility is maintained at 80 percent of design volume.
Upper Tule Pond, Lower Tule Pond, North Pond, Peeples Pond, Slack/Conklin
Pond, Canyon Dam, Able Pond, Gold Gulch Final Catchment, Baker Pond,
Rosa’s Pond, and the Cottonwood Reservoir shall be inspected weekly to ensure
there is no substantial erosion, subsidence, cracking, piping, sloughing, or sliding
of dams and berms; no visible seepage from dams and berms; and a minimum of
2 feet of freeboard shall be maintained. These facilities shall also be inspected
annually and after every rainfall greater than or equal to 3-inch in 24 hours or after
a natural disaster to check for unexpected or sudden losses of fluids.
The No. 1 Seepage Toe Drain and Caisson, Lower Tule Caisson, Cottonwood
Seepage Caisson System, and the East Catchment Caisson shall be inspected
weekly to ensure that they are free of debris, sediments, vegetation, or other
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 23 of 65
obstructions; there is no impairment of access; that the system is working
properly, that pumps are in good working order; and that the backup power supply
is operational.
Stormwater runoff that has come in contact with mining-impacted areas shall be
reclaimed and recycled to the mill process water system. Stormwater that has not
come in contact with impacted ground will be segregated by diversion ditches and
barriers and prevented from commingling with seepage water or mining-impacted
water. The un-impacted stormwater will be allowed to exit the site.
2.2.3.3 Tailings Storage Facilities
TSF1 and TSF2 were operated in accordance with the APP application, and
inspected quarterly to ensure there is no visible evidence of crest failure, no visible
slips at the toe, and no substantial cracks or erosion features. Quarterly inspections
shall be performed to verify that standpipe piezometers and pneumatic
piezometers are operating properly and have no obstructions. Inspection
monitoring results and any corrective actions shall be documented in the log book
and included in the Annual Report. Results of standpipe and piezometer
monitoring shall be summarized in the Annual report.
TSF3 and TSF4 shall be operated in accordance with the APP application and
inspected quarterly to ensure that there is no visible evidence of crest failure, no
visible slips at the toe, and no substantial cracks or erosion features. The berms
shall be inspected monthly for structural integrity. The tailings impoundment and
associated decant ponds shall be inspected monthly and after a significant storm
or natural disaster to ensure that a minimum two feet freeboard is maintained.
Quarterly inspections shall be conducted to verify that standpipe piezometers and
pneumatic piezometers are operating properly and have no obstructions. Quarterly
inspections shall be conducted on open standpipe piezometers and pneumatic
piezometers for proper operation and no obstructions. The average annual
deposition volume shall be monitored to ensure that the Maximum Deposition
Limit (MDL) does not exceed 32,000,000 tons for TSF3 and TSF4. Inspection
monitoring results and any corrective actions shall be documented in the log book
and included in the Annual Report.
The ultimate dam height shall not exceed 3,860 feet amsl at TSF3 and 4,250 feet
amsl at TSF4 at the end of mining.
2.2.3.4 Waste Rock Dumps
Waste rock from the open pit mining operation shall be deposited in appropriate
areas where stormwater run-on is diverted and runoff is contained and in
accordance with this permit and the mine plan. Waste rock dumps shall be
inspected quarterly to ensure there are no substantial slips at the toe and no
substantial evidence of crest failures.
Stormwater run-on/runoff control features shall be inspected monthly and after
significant storm events to ensure that stormwater control features and berms are
maintained to divert run on and prevent stormwater from ponding on closed in-
place facilities and that no visible erosion or other damage that may impact berm
integrity or stability is present.
Berm integrity and bank storage shall be inspected monthly for visible structural
damage, breach, erosion of embankments that compromise structural integrity or
seepage and to verify that sufficient storage capacity is available.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 24 of 65
2.2.3.5 Concentrator Area
Ore shall be crushed and concentrated to minimize contact with natural
stormwater runoff. Copper concentrate shall be dewatered and contained for
transport to an off-site smelter. Unauthorized discharges from this area shall be
addressed under Section 2.6.3 of this permit. Facilities shall be maintained and
inspected on a weekly basis. Runoff from the Concentrator Area shall be
contained, reclaimed and recycled back into the process water control system.
2.2.3.6 Pit Lake and Containment
Groundwater modeling results have been presented to ADEQ to demonstrate that
an actively managed pit lake constitutes a sink. Modeling was used as the basis
for the BADCT demonstration for containment in the pit. The permittee shall
utilize a comprehensive water management plan to ensure that containment in the
open pit shall be maintained throughout the life of the facility. The pit lake water
elevation shall not exceed 3,450 feet amsl. Modeling and field verification of
active and/or passive containment shall be performed as required by this permit
to demonstrate that containment is achieved throughout the life, closure and post-
closure period of this permit per Section 3.0.
2.2.3.7 Wastewater Treatment Plant
The wastewater treatment plant shall be operated in accordance with the
manufacturer’s operation and maintenance procedures. The facility has the design
capacity to treat 25,000 gallons per day. The facility will be inspected monthly
for visible structure damage and proper operation. The facility shall be inspected
after significant storm events to ensure stormwater run-on/runoff control features
are maintained to prevent stormwater ponding.
2.2.3.8 Open Pit
The permittee shall be authorized to store stormwater and/or process water in the
open pit during operations and temporary cessation. The water level in the pit
shall not exceed an elevation of 3,450 feet amsl except for brief periods of time
during emergency situations. This stored water may be reclaimed to the extent
practicable or allowed to evaporate if uses for it cannot be found.
2.3 Discharge Limitations [A.R.S. §§ 49-201(14), 49-243 and A.A.C. R18-9-A205(B)]
The permittee shall operate and maintain all permitted facilities to prevent unauthorized discharges
pursuant to A.R.S. § 49-201(12) resulting from failure or bypassing of BADCT pollutant control
technologies including liner failure, uncontrollable leakage, berm breaches that result in an
unexpected loss of fluid, accidental spills, or other unauthorized discharges. Liner failure in a lined
impoundment is any condition that would result in leakage exceeding 550 gallons per day per acre
to the vadose zone. The discharge limits (DLs) in this section are not applicable to any discharge
caused by precipitation in excess of a single 100-year, 24-hour storm event.
2.3.1 Low-grade Ore Leaching Piles, Gold Gulch Drainage and PLS Facilities
2.3.1.1 Raffinate Pond
Inflow to the Raffinate Pond shall not exceed the storage capacity of 23.0 acre-
feet. Discharge from the Raffinate Pond shall be intercepted and monitored at
Seep MG1-7a, which has ALs specified in Tables 4.2-3 and 4.2-5.
2.3.1.2 Low-grade Ore Leaching Piles
Dump leaching shall be restricted to the Low-grade Ore Leaching Piles and
associated solution collection and transport ditches, PLS ponds, and raffinate
pond, as specified in the approved plans and designs contained in the original APP
application.
A dilute sulfuric acid dump leach process shall be used as described in the
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 25 of 65
approved plans submitted with the original APP application. Leached ore
generated by dump leach processing shall not be removed from the dump leach
areas. Removal or transfer of leached ore, except for purposes of pilot-scale
testing or closure, shall be considered a major modification to the facility and
require permit amendment and ADEQ approval.
2.3.1.3 Gold Gulch PLS Impoundments and Dams
Discharge shall be restricted to the action leakage rate listed in Section 4.1, Table
4.1-1 for the LCRS of Gold Gulch No. 1A PLS Pond.
The permittee shall be authorized to discharge the following solutions into Gold
Gulch No. 1A PLS Pond:
1. PLS derived from dump leaching operations at the Pinto Valley Mine of
materials obtained from the Pinto Valley Mine and leaching of waste and ore
materials from the remediation of the former Gibson Mine;
2. Stormwater runoff derived from the leach dumps at the Pinto Valley Mine;
3. Solutions pumped from Gold Gulch Dam No. 2 and Reservoir, including
stormwater runoff;
4. Solutions derived from upset conditions or stormwater from the tailings,
leaching, and other mine process facilities; and
5. Solutions from the Gold Gulch No. 1 PLS Pond.
2.3.2 Seepage/Stormwater Retention Facilities
The permittee shall construct, operate, and maintain the seepage/stormwater collection
facilities consistent with the design and operational practices described in the approved
plans submitted with the original APP application and amendments.
Able and Baker Ponds and Gold Gulch Final Catchment may receive discharges of tailings
from the tailings slurry line under an upset condition.
2.3.3 TSF1, TSF2, TSF3, and TSF4
The permittee shall be restricted to a total annual maximum deposition of 32,000,000 tons
of tailings by dry weight from Pinto Valley's copper extraction flotation process according
to Section 4.1, Table 4.1-3 in TSF3 and TSF4. Total deposition of tailings over the life of
the facility shall not cause the ultimate dam height to exceed an elevation of 3,860 feet amsl
at TSF3 and an elevation of 4,250 feet amsl at TSF4.
All tailings deposited at the permitted site shall be derived from the flotation process at the
Pinto Valley Concentrator as referenced in Component B of the original APP application.
2.3.4 Waste Rock Dumps
Runoff from waste rock dumps shall be contained by downstream seepage/stormwater
retention facilities as described in the approved plans submitted with the original APP
application. Potentially acid-generating waste rock deposited in tailings shall be enclosed in
non-acid generating waste rock overlying fine-grained tailings.
Annual waste rock characterization monitoring shall be conducted according to Section 4.1,
Table 4.1-3 to assess if the waste rock is potentially acid generating. The waste rock dumps
and associated runoff impoundments shall be operated and inspected according to Section
4.1, Table 4.1-4. Results of waste rock characterization shall be summarized in the Annual
Report submitted in accordance with Section 2.7.4.2 of this permit.
2.3.4.1 Northside Dump 9.1
The total permitted storage capacity of this existing waste rock dump of 680,000
tons shall not be exceeded.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 26 of 65
2.3.4.2 Northside Dump 9.11
The total permitted storage capacity of this existing waste rock dump of 13,500,000
tons shall not be exceeded.
2.3.4.3 Northside Dump 9.12
The total permitted storage capacity of this existing waste rock dump of 560,000
tons shall not be exceeded.
2.3.4.4 Northside Dump 9.3
The total permitted storage capacity of this existing waste rock dump of 9,000,000
tons shall not be exceeded.
2.3.4.5 Southside Dump 13
The total permitted storage capacity of this existing waste rock dump of 1,000,000
tons shall not be exceeded.
2.3.4.6 19 Dump
The total permitted storage capacity of this existing waste rock dump of 27,000,000
tons shall not be exceeded.
2.3.4.7 19.1 Dump
The total permitted storage capacity of this existing waste rock dump of 1,000,000
tons shall not be exceeded.
2.3.4.8 19 Extension
The total permitted storage capacity of this planned waste rock dump of 19,000,000
tons shall not be exceeded.
2.3.4.9 Castle Dome Marginal Dump (CDMD)
The total permitted storage capacity of this planned waste rock dump of
10,000,000 tons shall not be exceeded.
2.3.4.10 Main Dump
The total permitted storage capacity of both (combined) planned waste rock
dumps of 142,760,000 tons shall not be exceeded.
2.3.5 Concentrator Area
Runoff from the Concentrator Area shall be contained by downstream seepage/stormwater
retention facilities as described in the approved plans submitted with the original APP
application.
2.3.6 Open Pit
The permittee shall be authorized to store stormwater and/or process water in the open pit
during operations and temporary cessation. The water level in the pit shall not exceed an
elevation of 3,450 feet amsl except for brief periods of time during emergency situations.
This stored water may be reclaimed to the extent practicable or allowed to evaporate if uses
for it cannot be found.
2.3.7 Wastewater Treatment Plant
The permittee is authorized to operate the WWTP with a maximum average daily flow of
25,000 gpd. Specific DLs are listed in Table 4.3-1.
The permittee shall notify all users that the materials authorized to be disposed of through
the WWTP are typical household sewage and pre-treated commercial wastewater and shall
not include motor oil, gasoline, paints, varnishes, hazardous wastes, solvents, pesticides,
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 27 of 65
fertilizers, or other materials not generally associated with toilet flushing, food preparation,
laundry facilities and personal hygiene.
2.4 Points of Compliance and Alert Monitoring Locations [A.R.S. § 49-244]
The POCs are established by the following monitoring locations:
POC LATITUDE LONGITUDE
GROUNDWATER POC MONITORING WELLS
APP-1A (TSF4, above fault zone) 33 27' 25" N 110 58' 43" W
APP-1Br (TSF4, below fault zone) 33 27' 25" N 110 58' 43" W
APP-2 (TSF4, Eastwater Canyon) 33 27' 16" N 110 59' 46" W
APP-3A (Gold Gulch) 33 25' 34" N 110 59' 59" W
APP-3B (Gold Gulch) 33 25' 34" N 110 59' 59" W
APP-4 (TSF3) 33 25' 21" N 111 00' 03" W
APP-5A (No. 1 Seepage Toe Drain and Caisson) 33 23' 42" N 110 59' 07" W
APP-5B (No. 1 Seepage Toe Drain and Caisson) 33 23' 42" N 110 59' 07" W
APP-6 (Miller Gulch) 33 23' 36" N 110 58' 57" W
SPRING GROUNDWATER POC MONITORING POINTS
MG1-6b (also known as Homestead Springs) 33 24' 54" N 111 00' 05" W
North Draw 1 (also known as Spring North Draw) 33 25' 38" N 111 00' 00" W
ALERT MONITORING LOCATIONS
SPRINGS/SEEPS
MG1-12b (also known as Spring Gold Gulch 1) 33 25' 31" N 110 59' 43" W
MG1-7a (also known as Raffinate Pond
Monitoring Point) 33 24' 33" N
110 59' 17" W
ALERT WELL
APP-7 (Gold Gulch) 33 22' 58" N 110 59' 25" W
Monitoring requirements for each POC and alert monitoring location are listed in Section 4.2, Tables
4.2-2 through 4.2-5.
The Director may amend this permit to designate additional POCs, if information on groundwater
gradients or groundwater usage indicates the need.
2.5 Monitoring Requirements [A.R.S. § 49-243(K)(1), A.A.C. R18-9-A206(A)]
Unless otherwise specified in this permit, all monitoring required in this permit shall continue for
the duration of the permit, regardless of the status of the facility. Monitoring shall commence the
first full monitoring period following permit issuance. All sampling, preservation and holding times
shall be in accordance with currently accepted standards of professional practice. Trip blanks,
equipment blanks and duplicate samples shall also be obtained, and Chain-of-Custody procedures
shall be followed, in accordance with currently accepted standards of professional practice. Copies
of laboratory analyses and Chain-of-Custody forms shall be maintained at the permitted facility.
Upon request, these documents shall be made immediately available for review by ADEQ personnel.
2.5.1 Facility / Operational Monitoring
The operational requirements for all discharging facilities are presented in Section 2.2.3
and summarized in Section 4.1 Tables 4.1-1 through 4.1-7. A log book of all inspections
shall be kept at the facility for 10 years from the date of each monitoring event or
inspection, available for review by ADEQ personnel. If routine compliance monitoring
indicates that operational limits have been exceeded, the permittee shall follow the
requirements of the contingency plan in Section 2.6. All freeboard measurements shall
consist of the vertical distance between the fluid surface and the lowest point on the berm
of the pond. If damage to the pollution control structures that may cause a discharge is
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identified during an inspection, proper repair procedures shall be performed. All repair or
modification procedures and material(s) used shall be documented in a logbook or similar.
If no damage to the pollution control structures is identified during the quarter, the
permittee shall indicate that the required inspections occurred.
2.5.1.1 PLS and Raffinate Processing Facilities
The raffinate used to leach ore is collected as PLS in Gold Gulch No. 1A. The
LCRS of the Gold Gulch No. 1A PLS Pond shall be monitored and reported
according to the terms and frequencies in Section 4.1, Table 4.1-1.
2.5.1.1.1 Gold Gulch PLS Pond Liner Leakage Monitoring
The Gold Gulch No. 1A PLS Pond LCRS shall be monitored on a
weekly basis for liner leakage and pumped as specified in Table 4.1-1
in Section 4.1 of this permit. Records shall be maintained of the
volumes pumped and volumes shall be compared to alert levels (ALs)
for liner leakage in Table 4.1-1 on a weekly basis to determine response
actions. Results shall be submitted to ADEQ in accordance with Table
4.1-1.
2.5.1.2 Tailings Impoundments and Ponds
Tailings generated by Pinto Valley's Concentrator shall be monitored and results
of monitoring recorded annually in the site logbook according to the terms and
frequencies in Section 4.1, Table 4.1-2. Any exceeded values shall be reported in
accordance with Section 2.7.3 (Permit Violation and Alert Level Status
Reporting). The total average annual deposition volume into both TSF3 and TSF4
shall be monitored and reported according to the terms and frequencies in Section
4.1, Table 4.1-2.
2.5.1.3 Waste Rock Dump Characterization
The waste rock shall be characterized, monitored and results reported according
to the terms and frequencies in Section 4.1, Table 4.1-3.
2.5.1.4 Facility Operation and BADCT Performance Inspection
BADCT associated with each APP-regulated discharging facility, shall be
inspected according to the requirements in Table 4.1-4 in Section 4.1. A log book
of all inspections shall be kept at the facility for 10 years from the date of each
monitoring event or inspection, available for review by ADEQ personnel in
accordance with Section 2.7.2. If compliance monitoring indicates that
operational limits have been exceeded, the permittee shall follow the requirements
of the contingency plan in Section 2.6.
2.5.1.5 Active Monitoring of Pit Containment
Groundwater modeling results have been presented to ADEQ to demonstrate that
an actively managed pit lake constitutes a sink. Modeling was used as the basis for
the BADCT demonstration for containment in the pit. The permittee shall utilize a
comprehensive water management plan to ensure that containment in the open pit
shall be maintained throughout the life of the facility. Modeling and field
verification of active and/or passive containment shall be performed as required by
this permit, Section 3.0, to demonstrate that containment is achieved throughout
the life, closure and post-closure period of this permit.
Pit containment shall be monitored annually through static water level
measurements collected from the available and suitable wells listed in Table 4.1-
6. These measurements shall be used to confirm pit containment with local
groundwater flow toward the open pit and pit water elevation of not more than
3,450 feet amsl except for brief periods of time during emergency situations. The
results of the monitoring will be reported to ADEQ as described in Section 2.7.4.3.
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If monitoring indicates that the pit is not contained, the permittee shall follow the
requirements of the contingency plan in Section 2.6.2.1 (Exceeding of Alert
Levels Set for Operational Conditions).
2.5.1.6 Routine Discharge Monitoring for the Wastewater Treatment Plant
Routine discharge monitoring of the WWTP shall be conducted in accordance
with Section 4.3, Table 4.3-1.
2.5.2 Groundwater Monitoring and Sampling Protocols
Static water levels shall be measured and recorded prior to sampling. Wells shall be purged
of at least three borehole volumes (as calculated using the static water level) or until field
parameters (pH, temperature, conductivity) are stable, whichever represents the greater
volume. If evacuation results in the well going dry, the well shall be allowed to recover to
80 percent of the original borehole volume, or for 24 hours, whichever is shorter, prior to
sampling. If after 24 hours there is not sufficient water for sampling, the well shall be
recorded as “dry” for the monitoring event. An explanation for reduced pumping volumes,
a record of the volume pumped, and modified sampling procedures shall be reported and
submitted with the Self-monitoring Report Form (SMRF).
Static water levels shall be measured and recorded prior to sampling. Alternatively, the
permittee may conduct the sampling using the low-flow purging method as described in
the Arizona Water Resources Research Center, March 1995 Field Manual for Water
Quality Sampling. The well must be purged until indicator parameters stabilize. Indicator
parameters shall include dissolved oxygen, turbidity, pH, temperature, and conductivity.
2.5.2.1 Routine Groundwater Monitoring in POC Wells
Groundwater monitoring of wells listed in Section 4.2, Table 4.2-1 shall be
performed on a quarterly basis and a biennial (every 2 years) basis for wells and
constituents listed in Section 4.2, Tables 4.2-2 and 4.2-4. SMRFs shall be
submitted to ADEQ in accordance with reporting frequencies specified in these
tables.
2.5.2.2 Routine Monitoring in POC Springs
Groundwater monitoring shall be performed on a quarterly and biennial in
accordance with Section 4.2 Tables 4.2-3 and 4.2-5 to assess groundwater quality
in POC springs North Draw 1 and MG1-6b (also known as Homestead Springs).
SMRFs shall be submitted to ADEQ in accordance with reporting frequencies
specified in these tables.
2.5.2.3 Routine Groundwater Alert Level Monitoring and Seep Monitoring
Groundwater monitoring shall be performed on a quarterly and biennial basis in
accordance with Section 4.2 Tables 4.2-3 through 4.2-5 to assess groundwater
quality in the well APP-7, and in seeps MG1-7a (Raffinate Pond) and MG1-12b
(Spring Gold Gulch). SMRFs shall be submitted to ADEQ in accordance with
reporting frequencies specified in these tables.
2.5.2.4 Point of Compliance Well Replacement
In the event that one or more of the designated POC wells should become unusable
or inaccessible due to damage or any other event, a replacement POC well shall
be constructed and installed upon approval by ADEQ. If the replacement well is
50 feet or less from the original well, the ALs and aquifer quality limits (AQLs)
calculated for the designated POC well shall apply to the replacement well.
2.5.2.5 Aquifer Quality Limits for POC Wells
For each of the monitored analytes for which a numeric AWQS has been adopted,
the AQL shall be established as follows:
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1. If the calculated AL is less than the AWQS, then the AQL shall be set equal
to the AWQS.
2. If the calculated AL is greater than the AWQS, then the AQL shall be set
equal to the calculated AL value, and no AL shall be set for that constituent
at that monitoring point.
ADEQ reserves the right to set ALs and AQLs, where applicable, for those
analytes that may have a numeric standard adopted by rule at a future time.
2.5.3 Surface Water Monitoring and Sampling Protocols
Surface water monitoring is not required by this permit.
2.5.4 Analytical Methodology
All samples collected for compliance monitoring shall be analyzed using Arizona state-
approved methods. If no state-approved method exists, then any appropriate EPA-
approved method shall be used. Regardless of the method used, the detection limits must
be sufficient to determine compliance with the regulatory limits of the parameters specified
in this permit. If all methods have detection limits higher than the applicable limit, the
permittee shall follow the contingency requirements of Section 2.6 and may propose “other
actions” including amending the permit to set higher limits. Analyses shall be performed
by a laboratory licensed by the Arizona Department of Health Services, Office of
Laboratory Licensure and Certification unless exempted under A.R.S. § 36-495.02. For
results to be considered valid, all analytical work shall meet quality control standards
specified in the approved methods. A list of Arizona state-certified laboratories can be
obtained at the address below:
Arizona Department of Health Services
Office of Laboratory Licensure and Certification
250 North 17th Avenue
Phoenix, AZ 85007
Phone: (602) 364-0720
2.5.5 Installation and Maintenance of Monitoring Equipment
Monitoring equipment required by this permit shall be installed and maintained so that
representative samples required by the permit can be collected. If new groundwater wells
are determined to be necessary, the construction details shall be submitted to the
Groundwater Protection Value Stream for approval prior to installation and the permit shall
be amended to include any new points.
2.6 Contingency Plan Requirements [A.R.S. § 49-243(K)(3), (K)(7) and A.A.C. R18-9-
A204 and R18-9-A205]
2.6.1 General Contingency Plan Requirements
At least one copy of this permit and the approved Contingency & Emergency Response
Plan (CERP) shall be maintained at the location where day-to-day decisions regarding the
operation of the facility are made. The permittee shall be aware of and follow the CERP.
Any AL that is exceeded or any violation of an AQL, DL, or other permit condition shall
be reported to ADEQ following the reporting requirements in Section 2.7.3.
Some contingency actions involve verification sampling. Verification sampling shall
consist of the first follow-up sample collected from a location that previously indicated a
violation or the exceedance of an AL or an AQL. Collection and analysis of the verification
sample shall use the same protocols and test methods to analyze for the pollutant or
pollutants that exceeded an AL or violated an AQL. The permittee is subject to enforcement
action for the failure to comply with any contingency actions in this permit. Where
verification sampling is specified in this permit, it is the option of the permittee to perform
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such sampling. If verification sampling is not conducted within the timeframe allotted,
ADEQ and the permittee shall presume the initial sampling result to be confirmed as if
verification sampling has been conducted. The permittee shall be responsible for
compliance with contingency plans relating to the exceedance of an AL or violation of a
DL, AQL or any other permit condition.
2.6.2 Exceeding of Alert Levels/Performance Levels
2.6.2.1 Exceeding of Performance Levels Set for Operational Conditions 1. Performance Levels Set for Freeboard
In the event that freeboard performance levels in a surface impoundment are not
maintained, the permittee shall:
a. As soon as practicable, cease or reduce discharging to the impoundment to prevent
overtopping. Remove and properly dispose or recycle to other operations the
excess fluid in the reservoir until the water level is restored at or below the
permitted freeboard limit.
b. Within 5 days of discovery, evaluate the cause of the incident and adjust
operational conditions as necessary to avoid future occurrences.
c. Record in the facility log, the amount of fluid removed, a description of the
removal method, and the disposal arrangements. The facility log shall be
maintained according to Section 2.7.2.
d. The facility is no longer on alert status once the operational indicator no longer
indicates that the freeboard performance level is being exceeded. The permittee
shall, however, complete all tasks necessary to return the facility to its pre-alert
operating condition.
2. Performance Levels, Other Than Freeboard
a. If exceedance of an operational performance level (PL) listed in Section 4, Table
4.1-4 has been observed or noted during required inspection and operational
monitoring, such that the result could cause or contribute to an unauthorized
discharge, the permittee shall immediately investigate to determine the cause of
the condition. The investigation shall include the following:
i. Inspection, testing, and assessment of the current condition of all treatment
or pollutant discharge control systems that may have contributed to the
operational performance condition.
ii. Review of recent process logs, reports, and other operational control
information to identify any unusual occurrences.
b. The PL exceedance, results of the investigation, and any corrective action taken
shall be reported to the Groundwater Protection Value Stream, within 30 days of
the discovery of the condition. Upon review of the submitted report, the
Department may amend the permit to require additional monitoring, increased
frequency of monitoring, or other actions.
c. The permittee shall initiate actions identified in the approved contingency plan
referenced in Section 5 and any specific contingency measures identified in
Section 2.6 to resolve any problems identified by the investigation which may
have led to a PL being exceeded. To implement any other corrective action the
permittee shall obtain prior approval from ADEQ according to Section 2.6.6.
2.6.2.2 Exceedance of Alert Level 1 for Normal Liner Leakage
If an Alert Level 1 (AL1) as specified in Section 4.1, Table 4.1-1, has been exceeded, the
permittee shall take the following actions:
1. Within 5 days of AL1 exceedance, notify Groundwater Protection Value Stream in
accordance with Section 2.7.3(1) (Permit Violation and AL Status Reporting.
2. Within 15 days of AL1 exceedance, assess the condition of the entire liner system by
visual inspection of the liner, electrical leak detection, or other methods as applicable
to determine the location of leaks in the primary liner.
3. Within 45 days of AL1 exceedance, if liner damage is evident, the permittee shall
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complete liner repairs.
4. Within 75 days of AL1 exceedance, if no alert level exceedance is observed for 30
consecutive days, notify Groundwater Protection Value Stream and document
assessment and/or repairs in the log book.
5. Within 120 days of AL1 exceedance, if 30 consecutive days without an AL1
exceedance is not achieved, notify Groundwater Protection Value Stream and
reassess the entire liner system and complete any necessary repairs as described in
Item No. 2 and 3. Repeat the assessment and liner repair cycle until requirements of
Item No. 4 are attained.
6. A liner leakage assessment and repair report shall be included in the next annual
report described in Section 2.7.4.2 (Annual Reporting) of this permit. The permittee
may also submit the liner leakage assessment report to the ADEQ prior to the annual
report due date. This liner leakage assessment and repair report shall be submitted to
the Groundwater Protection Value Stream. Upon review of the report, ADEQ may
require that the permittee take additional corrective actions to address the problems
identified from the assessment of the liner and perform other applicable repair
procedures.
2.6.2.3 Exceedance of Alert Level 2 for Liner Failure or Rips
If the Liner Leakage Discharge Limit (AL2) specified in Section 4.1, Table 4.1-1 has been
exceeded, the permittee shall:
1. As soon as practicable, cease all discharge to the impoundment, implement control
measures to prevent new solution buildup that may subsequently report to the
impoundment, and immediately notify Groundwater Protection Value Stream of
the AL2 exceedance.
2. Within 15 days of initial AL2 exceedance, identify the location of the leak(s) using
visual methods, electrical leak detection, or other methods as applicable. The
permittee shall complete liner repairs and discharge to the impoundment shall not
be re-initiated until the leak(s) have been identified and repaired.
3. Within 45 days of initial AL2 exceedance, submit a liner leakage assessment and
repair report to ADEQ. The report shall include the results of the initial liner
evaluation, methods used to locate the leak(s), repair procedures and quality
assurance/quality control implemented to restore the liner to optimal operational
status, and other information necessary to ensure the future occurrence of the
incidence will be minimized. Upon review of the report, ADEQ may request
additional monitoring or remedial actions.
4. Within 75 days of initial AL2 exceedance, if no AL2 exceedance is observed for 30
consecutive days, notify Groundwater Protection Value Stream and document
assessment and/or repairs in the log book.
5. Within 120 days of initial AL2 exceedance, if 30 consecutive days without an AL2
exceedance is not achieved, notify Groundwater Protection Value Stream, and cease
discharge. Discharge to the impoundment shall not be re-initiated until the leak(s)
have been identified and repaired.
a. Within 15 days of notification, reassess the entire liner system
b. Within 30 days of notification, complete any necessary repairs.
c. Within 45 day of notification, submit a liner leakage assessment and repair
report to Groundwater Protection Value Stream.
d. Within 75 days of notification, if no AL2 exceedance is observed for 30
consecutive days, notify Groundwater Protection Value Stream and
document assessment and/or repairs in the log book.
e. Within 120 days of notification, if 30 consecutive days without an AL2
exceedance is not achieved, notify Groundwater Protection Value Stream.
Repeat steps in Item No. 5 until no AL #2 exceedance is observed for 30
consecutive days.
6. Liner leakage assessment and repair reports required by Item No. 3 and/or Item No.
5, shall be referenced in the next annual report described in Section 2.7.4.2 (Annual
Reporting) of this permit.
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2.6.2.4 Exceeding of Alert Levels in Groundwater, Seep and Spring Monitoring
2.6.2.4.1 Alert Levels for Indicator Parameters
Not applicable for this permit.
2.6.2.4.2 Alert Levels for Pollutants with Numeric Aquifer Water Quality
Standards
1. If an AL for a pollutant set in Section 4.2, Tables 4.2-2 through 4.2-
5 has been exceeded, the permittee may conduct verification
sampling within 5 days of becoming aware of an AL being
exceeded. The permittee may use the results of another sample taken
between the date of the last sampling event and the date of receiving
the result as verification.
2. If verification sampling confirms the AL being exceeded or if the
permittee opts not to perform verification sampling, then the
permittee shall increase the frequency of monitoring to monthly. In
addition, the permittee shall immediately initiate an investigation of
the cause of the AL being exceeded, including inspection of all
discharging units and all related pollution control devices, review of
any operational and maintenance practices that might have resulted
in an unexpected discharge, and hydrologic review of groundwater
conditions including upgradient water quality.
3. The permittee shall initiate specific contingency actions identified
in Section 2.6 to resolve any problems identified by the investigation
which may have led to an AL being exceeded. To implement any
other corrective action the permittee shall obtain prior approval from
ADEQ according to Section 2.6.6. Alternatively, the permittee may
submit a technical demonstration, subject to written approval by the
Groundwater Protection Value Stream, that although an AL is
exceeded, pollutants are not reasonably expected to cause a violation
of an AQL. The demonstration may propose a revised AL or
monitoring frequency for approval in writing by the Groundwater
Protection Value Stream.
4. Within 30 days after confirmation of an AL being exceeded, the
permittee shall submit the laboratory results to the Groundwater
Protection Value Stream along with a summary of the findings of
the investigation, the cause of the AL being exceeded, and actions
taken to resolve the problem.
5. Upon review of the submitted report, the Department may amend
the permit to require additional monitoring, increased frequency of
monitoring, or other actions.
6. The increased monitoring required as a result of ALs being exceeded
may be reduced back to the pre-alert frequency if the results of three
sequential sampling events demonstrate that no parameters exceed
the AL.
2.6.2.4.3 Alert Levels to Protect Downgradient Users from Pollutants without
Numeric Aquifer Water Quality Standards
Not applicable for this permit.
2.6.2.5 Exceeded Alert Levels for Waste Rock Characterization
Waste rock will be tested for acid-generating potential, according to Table 4.1-3.
Potentially acid-generating waste rock deposited in tailings as indicated by
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exceedances of the criterion for action in Table 4.1-3 shall be enclosed in non
acid-generating waste rock overlying fine-grained tailings. Any action other than
isolating the acid-generating waste rock requires prior notification and approval
by ADEQ. Any toe slips and crest failures at waste rock dumps or damage to the
stability or integrity of stormwater controls associated with waste rock dumps
identified during regular inspections required in Table 4.1-6 shall be immediately
repaired.
2.6.2.6 TSF4 Piezometric Head
Piezometers are installed in TSF4 to monitor pore pressures and the phreatic
surface within the tailings to ensure stability. The phreatic surface in the
piezometers shall be measured to ensure that it is maintained within safe operating
limits per Table 4.1-5. If the piezometers read a phreatic surface in excess of the
limits presented in Table 4.1-5, the permittee shall take the following actions:
1. Notify the design engineer.
2. Monitor the phreatic surface within the TSF4.
3. Initiate an evaluation to determine the cause of the incident. Identify the
circumstances that resulted in the elevated phreatic surface. Implement
corrective actions including pumping, if necessary, to resolve the problems
identified in the evaluation.
4. If necessary, perform a slope stability analysis for the TSF4 with the elevated
phreatic surface to determine if any reduction in safe operation of the facility
has occurred.
5. Record in the facility log, the piezometer number, reading and location.
Hydrographs of this and all other piezometers will be recorded on at least a
monthly basis to allow quick inspection and evaluation of historic facility
operations.
2.6.3 Discharge Limitations Violations
2.6.3.1 Liner Failure, Containment Structure Failure, or Unexpected Loss of Fluid In the event of liner failure, containment structure failure, or unexpected loss of
fluid as described in Section 2.3, the permittee shall take the following actions:
1. As soon as practicable, cease all discharges to the surface impoundment as
necessary to prevent any further releases to the environment.
2. Within 24 hours of discovery, notify Groundwater Protection Value Stream.
3. Within 5 days of discovery of a failure that resulted in a release to the
subsurface, collect representative samples of the fluid remaining in the
surface impoundment. Samples shall be analyzed for the parameters
specified in Section 4.0, Table 4.2.3. Within 30 days of the incident, submit
a copy of the analytical results to Groundwater Protection Value Stream.
4. Within 15 days of discovery, initiate an evaluation to determine the cause for
the incident. Identify the circumstances that resulted in the failure and assess
the condition of the surface impoundment and liner system. Implement
corrective actions as necessary to resolve the problems identified in the
evaluation. Initiate repairs to any failed liner, system, structure, or other
component as needed to restore proper functioning of the surface
impoundment. The permittee shall not resume discharging to the surface
impoundment until repairs of any failed liner or structure are performed.
Repair procedures, methods, and materials used to restore the system(s) to
proper operating condition shall be described in the facility
log/recordkeeping file and available for ADEQ review.
5. As soon as practicable, remove fluid remaining in the surface impoundment
as necessary to prevent further releases to the subsurface and/or to perform
repairs. Record in the facility log/recordkeeping file the amount of fluid
removed, a description of the removal method, and other disposal
arrangements. The facility log/recordkeeping file shall be maintained
according to Section 2.7.2.
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6. Within 30 days of discovery of the incident, submit a report to ADEQ as
specified in Section 2.7.3. Include a description of the actions performed in
Subsections 1 through 5 listed above. Upon review of the report, ADEQ may
request additional monitoring or remedial actions.
7. Within 60 days of discovery, conduct an assessment of the impacts to the
subsoil and/or groundwater resulting from the incident. If soil or
groundwater is impacted such that it could cause or contribute to an
exceedance of an AQL at the applicable point of compliance, submit to
ADEQ, for approval, a corrective action plan to address such impacts,
including identification of remedial actions and/or monitoring, and a schedule
for completion of activities. At the direction of ADEQ, the permittee shall
implement the approved plan.
8. Within 30 days of completion of corrective actions, submit to ADEQ, a
written report as specified in section 2.6.6. Upon review of the report, ADEQ
may amend the permit to require additional monitoring, increased frequency
of monitoring, amendments to permit conditions, or other actions.
2.6.3.2 Overtopping of a Surface Impoundment If overtopping of fluid from a permitted surface impoundment occurs, and results
in a discharge pursuant to A.R.S. § 49-201(12), the permittee shall:
1. As soon as practicable, cease all discharges to the surface impoundment to
prevent any further releases to the environment.
2. Within 24 hours of discovery, notify Groundwater Protection Value Stream.
3. Within 5 days, collect representative samples of the fluid contained in the
surface impoundment. Samples shall be analyzed for the parameters
specified in Section 4.1, Table 4.4-1. Within 30 days of the incident, submit
a copy of the analytical results to Groundwater Protection Value Stream.
4. As soon as practicable, remove and properly dispose of excess water in the
impoundment until the water level is restored at or below the appropriate
freeboard as described in Section 4.1, Table 4.1-4. Record in the facility log,
the amount of fluid removed, a description of the removal method, and the
disposal arrangements. The facility log/recordkeeping file shall be
maintained according to Section 2.7.2.
5. Within 30 days of discovery, evaluate the cause of the overtopping and
identify the circumstances that resulted in the incident. Implement corrective
actions and adjust operational conditions as necessary to resolve the problems
identified in the evaluation. Repair any systems as necessary to prevent
future occurrences of overtopping.
6. Within 30 days of discovery of overtopping, submit a report to ADEQ as
specified in section 2.7.3. Include a description of the actions performed in
Items 1 through 5 listed above. Upon review of the report, ADEQ may request
additional monitoring or remedial actions.
7. Within 60 days of discovery, and based on sampling in Item 3 above, conduct
an assessment of the impacts to the subsoil and/or groundwater resulting from
the incident.
8. If soil or groundwater is impacted such that it could cause or contribute to an
exceedance of an AQL at the applicable point of compliance, submit to
ADEQ for approval, a corrective action plan to address such impacts,
including identification of remedial actions and/or monitoring, and a schedule
for completion of activities. At the direction of ADEQ, the permittee shall
implement the approved plan.
9. Within 30 days of completion of corrective actions, submit to ADEQ, a
written report as specified in Section 2.6.6. Upon review of the report, ADEQ
may amend the permit to require additional monitoring, increased frequency
of monitoring, amendments to permit conditions, or other actions.
2.6.3.3 Inflows of Unexpected Materials to a Surface Impoundment The types of materials that are expected to be placed in the permitted surface
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impoundments are specified in Section 2.2. If any unexpected materials flow to a
permitted surface impoundment, the permittee shall:
1. As soon as practicable, cease all unexpected inflows to the surface
impoundment(s).
2. Within 24 hours of discovery, notify Groundwater Protection Value Stream.
3. Within 5 days of the incident, identify the source of the material and
determine the cause for the inflow. Characterize the unexpected material and
contents of the affected impoundment, and evaluate the volume and
concentration of the material to determine if it is compatible with the surface
impoundment liner. Based on the evaluation of the incident, repair any
systems or equipment and/or adjust operations, as necessary to prevent future
occurrences of inflows of unexpected materials.
4. Within 30 days of an inflow of unexpected materials, submit a report to
ADEQ as specified in section 2.7.3. Include a description of the actions
performed in Items 1 through 3 listed above. Upon review of the report,
ADEQ may request additional monitoring or remedial actions.
5. Upon review of the report, ADEQ may amend the permit to require additional
monitoring, increased frequency of monitoring, amendments to permit
conditions, or other actions.
2.6.3.1 Waste Rock Dump Failures
Mitigating actions for the waste rock dumps shall be initiated if there is evidence
of any of the following conditions: measurable slips at the toe of a waste rock
dump, evidence of a crest failure, evidence of breaching of stormwater run
on/runoff control features and berms protecting closed facilities, ponding on
closed facilities, evidence of visible erosion or other damage that may impact
berm integrity or stability.
Mitigating actions shall include repairing the affected facility, removing
discharged material that has the potential to affect the aquifer, and other actions
necessary to meet permit requirements.
2.6.3.2 Slope and Berm Failures
If a slope or berm failure involving the leach dumps, liners, surface impoundments
or retention structures (dams) occurs which affects the ability of the facility to
operate safely or results in an unauthorized discharge, the permittee shall
promptly close the active area in the vicinity of the failure, and conduct a field
investigation of the failure to analyze its origin and extent, its impact on the
facility operations, temporary and permanent repairs and changes in operational
plans considered necessary. Within 30 days of a slope or berm failure, the
permittee shall submit a written report which includes the documentation
specified in Section 2.7.3 of this permit. The permittee shall initiate the actions
necessary to mitigate the impacts of the failure, consistent with Department
approval.
2.6.3.3 Maximum Deposition Limit Violation
The permittee shall notify the Department in accordance with Section 2.7.3,
should a MDL as specified in Table 4.1-2, Section 4.1 be violated. The permittee
shall submit a written report which includes the documentation specified in
Section 2.7.3 of this permit if the MDL is exceeded.
2.6.4 Aquifer Quality Limit Violation
1. If an AQL set in Section 4.2, for a POC Well has been exceeded, the permittee may
conduct verification sampling within 5 days of becoming aware of an AQL being
exceeded. The permittee may use the results of another sample taken between the date
of the last sampling event and the date of receiving the result as verification. If
verification sampling does not verify the exceedance, the initial exceedance shall be
AQUIFER PROTECTION PERMIT
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reported in the Annual Monitoring and Compliance Report and no further action is
required by the permittee for that event.
2. If verification sampling confirms that the AQL is violated for any parameter or if the
permittee opts not to perform verification sampling, then within 30 days the permittee
shall increase the frequency of monitoring to monthly in the subject well or spring
with the exceeded value for the quarterly monitoring constituents in Section 4.2.
In addition, the permittee shall immediately initiate an evaluation for the cause of the
violation, including inspection of all discharging units and all related pollution control
devices, and review of any operational and maintenance practices that might have
resulted in unexpected discharge.
The permittee also shall submit a report according to Section 2.7.3, which includes a
summary of the findings of the investigation, the cause of the violation, and actions
taken to resolve the problem. A verified exceedance of an AQL will be considered a
violation unless the permittee demonstrates within 30 days that the exceedance was
not caused or contributed to by pollutants discharged from the facility. Unless the
permittee has demonstrated that the exceedance was not caused or contributed to by
pollutants discharged from the facility, the permittee shall consider and ADEQ may
require corrective action that may include control of the source of discharge, cleanup
of affected soil, surface water or groundwater, and mitigation of the impact of
pollutants on existing uses of the aquifer. Corrective actions shall either be specifically
identified in this permit, included in an ADEQ approved contingency plan, or
separately approved according to Section 2.6.6.
3. Upon review of the submitted report, the Department may amend the permit to require
additional monitoring, increased frequency of monitoring, or other actions.
4. If the exceedance continues for 120 days, the permittee shall notify any downstream
or down gradient users who may be directly affected by the discharge.
5. The permittee shall continue monitoring at the increased frequency until the
contaminant(s) are below the AQL and AL for three consecutive months.
2.6.5 Emergency Response and Contingency Requirements for Unauthorized Discharges
[A.R.S. § 49-201(12) and A.R.S. § 49-241]
2.6.5.1 Duty to Respond
The permittee shall act immediately to correct any condition resulting from a
discharge pursuant to A.R.S. § 49-201(12) if that condition could pose an
imminent and substantial endangerment to public health or the environment.
2.6.5.2 Discharge of Hazardous Substances or Toxic Pollutants
In the event of any unauthorized discharge pursuant to A.R.S. § 49-201(12) of
suspected hazardous substances (A.R.S. § 49-201(19)) or toxic pollutants (A.R.S.
§ 49-243(I)) on the facility site, the permittee shall promptly isolate the area and
attempt to identify the discharged material. The permittee shall record
information, including name, nature of exposure and follow-up medical treatment,
if necessary, on persons who may have been exposed during the incident. The
permittee shall notify the Groundwater Protection Value Stream within 24 hours
upon discovering the discharge of hazardous material which (a) has the potential
to cause an AWQS or AQL to be exceeded, or (b) could pose an endangerment to
public health or the environment.
2.6.5.3 Discharge of Non-hazardous Materials
In the event of any unauthorized discharge pursuant to A.R.S. § 49-201(12) of
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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non-hazardous materials from the facility, the permittee shall promptly attempt to
cease the discharge and isolate the discharged material. Discharged material shall
be removed and the site cleaned up as soon as possible. The permittee shall notify
the Groundwater Protection Value Stream within 24 hours upon discovering the
discharge of non-hazardous material which (a) has the potential to cause an AQL
to be exceeded, or (b) could pose an endangerment to public health or the
environment.
2.6.5.4 Reporting Requirements
The permittee shall submit a written report for any unauthorized discharges
reported under Sections 2.6.5.2 and 2.6.5.3 to Groundwater Protection Value
Stream within 30 days of the discharge or as required by subsequent ADEQ
action. The report shall summarize the event, including any human exposure, and
facility response activities and include all information specified in Section 2.7.3.
If a notice is issued by ADEQ subsequent to the discharge notification, any
additional information requested in the notice shall also be submitted within the
time frame specified in that notice. Upon review of the submitted report, ADEQ
may require additional monitoring or corrective actions.
2.6.6 Corrective Actions
Specific contingency measures identified in Section 2.6 have already been approved by
ADEQ and do not require written approval to implement.
With the exception of emergency response actions taken under Section 2.6.5, the permittee
shall obtain written approval from the Groundwater Protection Value Stream prior to
implementing a corrective action to accomplish any of the following goals in response to
exceeding an AL or violation of an AQL, DL, or other permit condition:
1. Control of the source of an unauthorized discharge;
2. Soil cleanup;
3. Cleanup of affected surface waters;
4. Cleanup of affected parts of the aquifer; and/or
5. Mitigation to limit the impact of pollutants on existing uses of the aquifer.
Within 30 days of completion of any corrective action, the operator shall submit to the
Groundwater Protection Value Stream, a written report describing the causes, impacts, and
actions taken to resolve the problem.
2.7 Reporting and Recordkeeping Requirements [A.R.S. §49-243(K)(2) and A.A.C. R18-
9-A206(B) and R18-9-A207]
2.7.1 Self-monitoring Report Forms
1. When submitting hard copy, the permittee shall complete the Self-monitoring Report
Form (SMRF) provided by ADEQ including contact information for the person
completing the form. Submit the completed form to the Groundwater Protection Value
Stream.
2. The permittee shall complete the SMRF to the extent that the information reported
may be entered on the form. If no information is required during a reporting period,
the permittee shall enter “not required” on the form and include an explanation, and
submit form to the Groundwater Protection Value Stream. The permittee shall use the
format devised by ADEQ.
3. The tables contained in Section 4.2 list the parameters to be monitored and the
frequency for reporting results for groundwater compliance monitoring.
Tables 4.2-2 through 4.2-5
4. In addition to the SMRF, the information contained in A.A.C. R18-9-A206(B)(1) shall
be included for exceeding an AL or violation of an AQL, DL, or any other permit
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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condition being reported in the current reporting period.
2.7.2 Operation Inspection / Log Book Recordkeeping
A signed copy of this permit shall be maintained at all times at the location where day-to-
day decisions regarding the operation of the facility are made. A log book (paper copies,
forms or electronic data) of the inspections and measurements required by this permit shall
be maintained at the location where day-to-day decisions are made regarding the operation
of the facility. The log book shall be retained for ten years from the date of each inspection,
and upon request, the permit and the log book shall be made immediately available for
review by ADEQ personnel. The information in the log book shall include, but not be
limited to, the following information as applicable:
1. Name of inspector;
2. Date and shift inspection was conducted;
3. Condition of applicable facility components;
4. Any damage or malfunction, and the date and time any repairs were performed;
5. Documentation of sampling date and time;
6. Any other information required by this permit to be entered in the log book, and
7. Monitoring records for each measurement shall comply with R18-9-A206(B)(2).
8. Results of routine inspections performed in accordance with Section 4.1, Table 4.1-4.
2.7.3 Permit Violation and Alert Level Status Reporting
1. The permittee shall notify the Groundwater Protection Value Stream in writing within
5 days (except as provided in Section 2.6.5) of becoming aware of a violation of any
permit condition, DL, or of an AL being exceeded.
2. The permittee shall submit a written report to the Groundwater Protection Value
Stream within 30 days of becoming aware of the violation of any permit condition or
DL. The report shall document all of the following:
a. Identification and description of the permit condition for which there has been a
violation and a description of its cause.
b. The period of violation including exact date(s) and time(s), if known, and the
anticipated time period during which the violation is expected to continue.
c. Any corrective action taken or planned to mitigate the effects of the violation, or
to eliminate or prevent a recurrence of the violation.
d. Any monitoring activity or other information which indicates that any pollutants
would be reasonably expected to cause a violation of an Aquifer Water Quality
Standard.
e. Proposed changes to the monitoring which include changes in constituents or
increased frequency of monitoring.
f. Description of any malfunction or failure of pollution control devices or other
equipment or processes.
2.7.4 Operational, Other or Miscellaneous Reporting
The permittee shall report operational conditions listed in Section 4.1, Table 4.1-4 in a log
book according to Section 2.7.6. If none of the conditions occur, the report shall say “no
event" for a particular reporting period. If the facility is not in operation, the permittee shall
indicate that fact in the log book. The permittee shall submit data required in Section 4.1
and 4.2 tables regardless of the operating status of the facility unless otherwise approved
by the ADEQ or allowed in this permit.
2.7.4.1 Groundwater Assessment 5-Year Reports
The permittee shall submit a Groundwater Assessment Report every 5 years under
the Compliance Schedule in Section 3.0 of this permit. The purpose of this
assessment shall be to verify the adequacy of the POC monitoring well locations,
assess hydraulic capture in the pit, evaluate the adequacy of the groundwater
monitoring program, evaluate BADCT performance as observed in groundwater
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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monitoring, and to assess the status of the water elevation in the pit.
2.7.4.2 Annual Reporting
As required by this permit, the permittee shall submit Annual Reports for various
forms of monitoring performed under this permit. Each year the permittee shall
submit an Annual Report to the Groundwater Protection Value Stream
summarizing the results of the Facility’s performance monitoring for the calendar
year in accordance with the table in Section 2.7.6.
Results of piezometer monitoring at the Tailings Impoundments shall be
summarized in the Annual Report.
If an alert level (AL1 or AL2) is exceeded in Table 4.1-1, follow repair and annual
reporting protocols as per Section 2.6.2.2 and 2.6.2.3.
Reports for waste rock characterization/monitoring (Table 4.1-3) shall be
included in this report along with an assessment of whether waste rock monitoring
results suggest that waste rock is acid generating and assessing the potential
impact to groundwater quality with respect to compliance with AWQS at
designated POCs for waste rock disposal areas.
The report shall be divided into Groundwater, Discharge and BADCT Monitoring
and Compliance Status (a summary of all permit exceedances and violations if
any and response actions taken). The report shall also include identification and
discussion of any laboratory results that fell outside of the laboratory QA/QC
criteria and AQLs and ALs required by this permit. Response actions for BADCT
performance monitoring shall be summarized in this report for any exceeded
performance monitoring as described in (2) below.
Appropriate components of the report required by this Section shall be sealed by
an Arizona-registered professional geologist or registered professional engineer,
in accordance with Arizona Board of Technical Registration (BTR) requirements.
1. Groundwater Monitoring. This section of the Annual Monitoring and
Compliance Report shall contain the following information:
a. Quarterly groundwater monitoring summary tables of results for each
POC well and Alert Well in separate tables;
b. All exceedances verified during the one year reporting period; and,
c. Annual groundwater contour map for each aquifer at the facility
intersected by POC wells, developed using modeling software or if hand
developed, accompanied by calculations.
2. Results of BADCT Monitoring required by Table 4.1-4 shall be summarized
in the annual report along with response actions taken under Section 2.7.3.
BADCT monitoring shall follow the inspection and monitoring schedule in
Table 4.1-4.
3. Results of Active Monitoring for Pit Containment required by Table 4.1-6
shall be summarized in the annual report along with response actions taken
under Section 2.7.3. The summary shall include a potentiometric surface map
and longitudinal and transverse cross-sections of the open pit.
2.7.4.3 Well Installation Reports
A well installation report shall be submitted to ADEQ within 90 days of the
completion of any new well installations in accordance with Section 2.4 of this
permit and the Compliance Schedule in Section 3.0. Well installation reports shall
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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be sealed in accordance with Arizona BTR requirements and shall include the
following:
1. Arizona Department of Water Resources (ADWR) Notice of Intent (NOI)
and Well Drilling Report;
2. Boring log and well as-built diagram;
3. Total depth of well measured after installation;
4. Top of well casing or sounding tube (whichever is used as the fixed reference
measuring point) and ground surface elevation;
5. Geophysical logging reports and subsurface sampling results;
6. Description of well drilling method;
7. Description of well development method;
8. Summary of analytical results for initial groundwater sample collected after
installation; and
9. GPS coordinates for each new well.
2.7.4.4 Well Abandonment Reports
If monitor wells associated with this permit are abandoned due to poor
performance, casing collapse, or other reasons, or are abandoned at the end of the
post-closure period, then within 90 days of completing abandonment, the
permittee shall submit a well abandonment report to Groundwater Protection
Value Stream. Appropriate contents of the report shall be sealed by an Arizona
professional geologist or professional engineer, in accordance with BTR
requirements. Well abandonment records shall be provided to ADEQ within 90
days of monitor well abandonment and shall include:
1. Copies of ADWR NOI to Abandon;
2. Copies of ADWR Abandonment Reports;
3. A description of the methods used to seal the well casing and the perforated
or screened interval of the well; and
4. GPS coordinates of the former well location.
2.7.5 Reporting Location
All SMRFs shall be submitted to:
Arizona Department of Environmental Quality
Groundwater Protection Value Stream
Mail Code: 5415B-3
1110 W. Washington Street
Phoenix, AZ 85007
Phone (602) 771-4681
All documents required by this permit to be submitted to the Groundwater Protection Value
Stream shall be directed to:
Arizona Department of Environmental Quality
Groundwater Protection Value Stream
Mail Code: 5415B-3
1110 W. Washington Street
Phoenix, AZ 85007
Phone (602) 771-4999
2.7.6 Reporting Deadline
The following table lists the quarterly SMRF report due dates per Section 2.7.1:
Monitoring conducted during quarter: Quarterly Report due by:
January-March April 30
April-June July 30
July-September October 30
October-December January 30 of the following year
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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The following table lists the biennial SMRF report due date per Section 2.7.1:
Monitoring conducted during biennial
period:
Biennial Report due by:
January-December
January 30, 2019, and every two years
thereafter
2.7.7 Changes to Facility Information in Section 1.0
The Groundwater Protection Value Stream shall be notified within 10 days of any change
of facility information including Facility Name, Permittee Name, Mailing or Street
Address, Facility Contact Person or Emergency Telephone Number.
2.8 Temporary Cessation [A.R.S. § 49-243(K)(8) and A.A.C. R18-9-A209(A)]
The permittee shall give written notice to the Groundwater Protection Value Stream before ceasing
operation of the facility for a period of 60 days or greater. The permittee shall take the following
measures upon temporary cessation:
At the time of notification the permittee shall submit for ADEQ approval a plan for maintenance of
discharge control systems and for monitoring during the period of temporary cessation. Immediately
following ADEQ’s approval, the permittee shall implement the approved plan. If necessary, ADEQ
shall amend permit conditions to incorporate conditions to address temporary cessation. During the
period of temporary cessation, the permittee shall provide written notice to the Groundwater
Protection Value Stream of the operational status of the facility every 3 years. If the permittee
intends to permanently cease operation of any facility, the permittee shall submit closure
notification, as set forth in Section 2.9 below.
2.9 Closure [A.R.S. §§ 49-243(K)(6), 49-252 and A.A.C. R18-9-A209(B)]
For a facility addressed under this permit, the permittee shall give written notice of closure to the
Groundwater Protection Value Stream of the permittee’s intent to cease operation without resuming
activity for which the facility was designed or operated.
2.9.1 Closure Plan
Within 90 days following notification of closure, the permittee shall submit for approval
to the Groundwater Protection Value Stream, a Closure Plan which meets the requirements
of A.R.S. § 49-252 and A.A.C. R18-9-A209(B)(3). Closure of the various facilities at the
Pinto Valley Mine shall use one of the following general closure methods, depending on
the particular facility:
1. Contouring slopes to appropriate angles.
2. Reservoir, pond, and ditch closures.
3. Overall drainage control.
These methods are detailed in the Pinto Valley Operations Closure and Post-Closure
Strategy dated August 13, 2013, as amended.
If the closure plan achieves clean closure immediately, ADEQ shall issue a letter of
approval to the permittee. If the closure plan contains a schedule for bringing the facility
to a clean closure configuration at a future date, ADEQ may incorporate any part of the
schedule as an amendment to this permit.
2.9.2 Closure Completion
Upon completion of closure activities, the permittee shall give written notice to the
Groundwater Protection Value Stream indicating that the approved Closure Plan has been
implemented fully and providing supporting documentation to demonstrate that clean
closure has been achieved (soil sample results, verification sampling results, groundwater
data, as applicable). If clean closure has been achieved, ADEQ shall issue a letter of
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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approval to the permittee at that time. If any of the following conditions apply, the
permittee shall follow the terms of post-closure stated in this permit:
1. Clean closure cannot be achieved at the time of closure notification or within 1 year
thereafter under a diligent schedule of closure actions;
2. Further action is necessary to keep the facility in compliance with AWQS at the
applicable POC;
3. Continued action is required to verify that the closure design has eliminated discharge
to the extent intended;
4. Remediation or mitigation measures are necessary to achieve compliance with Title
49, Ch. 2; and/or
5. Further action is necessary to meet property use restrictions.
2.10 Post-closure [A.R.S. §§ 49-243(K)(6), 49-252 and A.A.C. R18-9-A209(C)]
Post-closure requirements shall be established based on a review of facility closure actions
and will be subject to review and approval by the Groundwater Protection Value Stream.
In the event clean closure cannot be achieved pursuant to A.R.S. § 49-252, the permittee
shall submit for approval to the Groundwater Protection Value Stream a Post-closure Plan
that addresses post-closure maintenance and monitoring actions at the facility. The
Post-closure Plan shall meet all requirements of A.R.S. §§ 49-201(30) and 49-252 and
A.A.C. R18-9-A209(C). Upon approval of the Post-closure Plan, this permit shall be
amended or a new permit shall be issued to incorporate all post-closure controls and
monitoring activities of the Post-closure Plan.
2.10.1 Post-closure Plan
The Post-closure Plan will be developed at the time of closure, if required.
2.10.2 Post-closure Completion
The permittee shall indicate ADEQ notification process and post-closure
completion requirements in the Post-closure Plan, if required.
AQUIFER PROTECTION PERMIT
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3.0 COMPLIANCE SCHEDULE [A.R.S. § 49-243(K)(5) AND A.A.C. R18-9-A208]
For each compliance schedule item listed below, the permittee shall submit the required information,
including a cover letter that lists the compliance schedule items, to the Groundwater Protection Value Stream.
No. Description Due By:
Permit
Amendment
Required?
Groundwater Assessment
1
Groundwater Assessment Reports:
Every 5 years, perform a groundwater assessment regarding data
gaps, and adequacy of well locations and/or screened intervals,
and active or passive containment in the Pit. Update
groundwater model in accordance with Section 2.7.4.1 of this
permit.
Every 5 Years (last
evaluation completed in
July 2016)
No
2
As part of the annual report on Pit Containment, assess the
adequacy of the network of monitoring wells in Table 4.1-6. If
the network is inadequate to demonstrate pit containment, the
permittee will propose additional wells specifying well
locations, depths and screened intervals and a schedule for well
installation. This compliance schedule item may require an
“other” permit amendment adding wells to Table 4.1-6.
Completed: 3/20/08,
and annually thereafter
No
3
Passive Containment Capture Zone (PCCZ) Demonstration:
The permittee shall complete a hydrologic study including
modeling the equilibrium condition to be attained once active
pumping ceases and the open pit returns to an equilibrium
condition and provide an evaluation documenting the limits of
PCCZ. APP facilities that claim PCCZ as the BADCT, should
be clearly identified on a map with the PCCZ limits clearly
indicated.
No later than March 30,
2018
Yes
Annual Reports
4 Submit Annual Report in accordance with Section 2.7.4.2 of this
permit.
Every Year No
Road Crossing Pond
5 Provide BADCT design per Section 2.2, and closure and post-
closure costs for this non-stormwater pond.
No later than March 30,
2018
Yes
Financial Assurance Mechanism
6
The closure cost/post-closure cost evaluated under this
amendment included interim closure costs for TSF4 that were
estimated until December 31, 2022. The permittee shall submit
updated cost estimates for facility closure and post-closure for
the entire facility including the next phase of TSF4 expansion,
as per A.A.C. R18-9-A201(B)(5) and A.R.S. 49-243.N.2.a, and
an updated financial assurance demonstration for the updated
cost estimate as per A.A.C. R18-9-A203.
June 30, 2022 Yes
Piezometer Monitoring
7
Replace TSF4 Piezometer P3 (P3 was evaluated during this
amendment LTF 69597, but removed from the permit due to
failure) or otherwise demonstrate adequacy of geotechnical
monitoring in this area.
September 30, 2019 No
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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4.0 TABLES OF MONITORING REQUIREMENTS
4.1 OPERATIONAL MONITORING (or CONSTRUCTION REQUIREMENTS)
Table 4.1-1 Leaching Process - Leak Collection and Recovery System
Table 4.1-2 Tailings Deposition Monitoring
Table 4.1-3 Waste Rock Characterization Monitoring
Table 4.1-4 Facility Operation and BADCT Performance Inspection
Table 4.1-5 Piezometer Monitoring
Table 4.1-6 Pit Containment Active Monitoring
4.2 GROUNDWATER MONITORING
Table 4.2-1 Monitor Wells Locations and Monitored Facilities for Groundwater Monitoring
Table 4.2-2 Quarterly Groundwater Compliance Monitoring for POC Wells
Table 4.2-3 Quarterly Groundwater Compliance Monitoring for Spring POC Monitoring Points and
Alert Monitoring Locations
Table 4.2-4 Biennial Groundwater Compliance Monitoring for POC Wells
Table 4.2-5 Biennial Groundwater Compliance Monitoring for Spring POC Monitoring Points and
Alert Monitoring Locations
4.3 DISCHARGE MONITORING
Table 4.3-1 Routine Discharge Monitoring - WWTP
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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4.1 Operational Monitoring
Table 4.1-1 Leaching Process – Leak Collection and Recovery System
Note: The Alert Level 1 (AL1) or Alert Level 2 (AL2) shall be exceeded when the amount of leakage pumped
from the sump for the pond is greater than the applicable quantity below. Contingency requirements of
Sections 2.6.2.2 and 2.6.2.3 shall be followed for AL1 and AL2 exceedances, respectively. An exceedance
of AL1 or AL2 is not a violation of the permit unless the permittee fails to perform actions as required under
the Sections referenced above.
Sampling Point
Number Identification
AL1
gallons per
day (gpd)
AL2
gallons per
day (gpd)
Monitoring
Method
Monitoring
Frequency
002
Gold Gulch No. 1A
Leak Detection
Sump
14,887 99,245 Automated Continuous
Table 4.1-2 Tailings Deposition Monitoring (TSF3 and TSF4)
Maximum Deposition Limit (MDL) Monitoring Frequency Reporting Frequency
32,000,000 tons annually Annually Annual in site logbook
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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Table 4.1-3 Waste Rock Characterization Monitoring
Sampling Point
Number Identification Latitude Longitude
008 Northside Dump 9.1 33o 25' 35" N 110o 58' 47" W
009 Northside Dump 9.11 33o 25' 23" N 110o 58' 49" W
010 Northside Dump 9.12 33o 25' 13" N 110o 58' 44" W
011 Northside Dump 9.3 33o 24' 25" N 110o 58' 43" W
013 Southside Dump 13 33o 24' 03" N 110o 58' 18" W
015 19 Dump 33o 23' 36" N 110o 57' 24" W
016 19.1 Dump 33o 23' 49" N 110o 57' 51" W
017 19 Extension Dump 33o 23' 20" N 110o 57' 25" W
019 Castle Dome Marginal Dump 33° 24' 28" N 110° 57' 33" W
022 Main Dump 33°25’22.64”N 110°58’00.65”W
Parameter Monitoring
Frequency
Reporting
Frequency Criteria for Action
Acid Base Accounting
(ABA) by Modified Sobek
Method
Every 10
million tons
per active
dump
Annually
If large volume of waste rock has
significant AP; NNP < -20 kilograms (kg)
equivalent CaCO3/ton or if NP/AP <1
Synthetic Precipitation
Leaching Procedure (SPLP)
by EPA 1312
Every 10
million tons
per active
dump
Annually
SPLP results will be used to assess the
potential for metal leaching and develop
closure remediation plans.
If ABA results indicate acid-generating potential, then that section of the waste rock dump shall be covered
at closure on the top and sides with non-acid generating waste rock. SPLP results will be used in assessing
the potential impact of waste rock on aquifer water quality at closure and in developing closure remediation
plans.
Notes:
Arizona Mining BADCT Guidance Manual, Arizona Department of Environmental Quality, 2005, Appendix B, p. B-8
NP = Acid-neutralization Potential
AP = Acid-generating Potential
NNP = Net Neutralization Potential = NP-AP, as kg CaCO3/ton of sample
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
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Table 4.1-4 Facility Operation and BADCT Performance Inspection1
Facility Name Operational Requirement
(Performance Alert Level) Inspection
Frequency Reporting
Requirements
Gold Gulch No. 1 PLS
Pond,
Gold Gulch No. 1A
PLS Pond, and North
and South Spillways
No visible cracks, holes or leaks in
liner; discharge pump in good
working order; no evidence of
seepage; maintain 2’ of freeboard (not
applicable to Gold Gulch No. 1 PLS
Pond); spillway maintained free of
debris, sediments. vegetation, or other
obstructions; no substantial erosion,
subsidence, cracking or other damage
to berm or dam; collection sump
pumps working properly; backup
power generator in good working
order; no impairment of access to leak
detection and gravity drain system;
leak detection and gravity drain
system in good working order. Ensure
that spillways are operating properly.
Liner materials shall be maintained in
good working order.
Daily and after
rainfall 3
inches in 24
hours
Exceeded berm,
seepage, structural
integrity,
overtopping
standards shall be
reported per
Section 2.7.3, all
others response
actions shall be
documented in the
logbook and be
reported in the
Annual Report.
No. 1 Upper Basin,
No. 1 Lower Basin,
Upper Catchment/
Upper Pond, Upper
Catchment/ Lower
Pond,
East Catchment, West
Catchment, Gold Gulch
Dam No. 2 and
Reservoir
No substantial erosion, subsidence,
cracking, piping, sloughing, or sliding
of dams and berms; No visible
seepage from dams and berms; pumps
in good working order; backup power
supply operational; No exceedances
of BMP required surge capacity; 2
feet minimum freeboard.
Weekly and
after rainfall
3 inches in 24
hours, and/or
after a natural
disaster;
Exceeded berm,
seepage, structural
integrity,
overtopping and
freeboard
standards shall be
reported per
Section 2.7.3, all
others response
actions shall be
documented in the
logbook and be
reported in the
Annual Report.
Facilities as stated
above
Liquid storage capacity maintained at
80 percent of design volume
Annually and
after rainfall
3 inches in 24
hours and/or
after a natural
disaster
Per Section 2.7.3
Raffinate Pond No substantial erosion, subsidence,
cracking, piping, sloughing, or sliding
of dams and berms. No visible cracks,
desiccation and differential
settlement. No impairment of
embankment integrity. No excess
erosion in conveyances and
diversions. No excessive
accumulation of debris in
conveyances and diversions. No
access impairment. No visible seepage
from dams and berms. 2 feet
Weekly and
after rainfall ≥
3 inch in 24-
hours
Exceeded berm,
seepage, structural
integrity,
overtopping and
freeboard
standards shall be
reported per
Section 2.7.3, all
others response
actions shall be
documented in the
logbook and be
1 No SMRF reporting is required for this table.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 49 of 65
Facility Name Operational Requirement
(Performance Alert Level) Inspection
Frequency Reporting
Requirements
minimum freeboard. Proper pump
operation and structural integrity at
pump locations, valves, and
structures.
reported in the
Annual Report.
Upper Tule Pond,
Lower Tule Pond,
North Pond, Peeples
Pond, Slack/Conklin
Pond, Canyon Dam,
Able Pond, Gold Gulch
Final Catchment, Baker
Pond, Rosa’s Pond,
Cottonwood Reservoir
No substantial erosion, subsidence,
cracking, piping, sloughing, or sliding
of dams and berms. No visible cracks,
desiccation and differential
settlement. No impairment of
embankment integrity. No excess
erosion in conveyances and
diversions. No excessive
accumulation of debris in
conveyances and diversions. No
access impairment. No visible seepage
from dams and berms. 2 feet
minimum freeboard. Proper pump
operation and structural integrity at
pump locations, valves, and
structures.
Weekly and
after rainfall
≥3 inches in
24-hours
Exceeded berm,
seepage, structural
integrity,
overtopping and
freeboard
standards shall be
reported per
Section 2.7.3, all
others response
actions shall be
documented in the
logbook and be
reported in the
Annual Report.
No. 1 Seepage Toe
Drain and Caisson,
Lower Tule Caisson,
Cottonwood Seepage
Caisson System, East
Catchment Caisson
Free of debris, sediments, vegetation,
or other obstructions; no impairment
of access; system working properly;
pumps in good working order; backup
power supply operational
Weekly Logbook and
Annual Report
TSF2 No visible evidence of crest failure,
no visible slips at toe, no substantial
cracks or erosion features. Check
open standpipe piezometers and
pneumatic piezometers for proper
operation and no obstructions.
Quarterly and
after rainfall
3 inches in 24
hours (except
for incline-
meters)
Exceeded
Structural
integrity standards
shall be reported
per Section 2.7.3,
all others response
actions shall be
documented in the
logbook and be
reported in the
Annual Report.
TSF3 No visible evidence of crest failure, no
visible slips at toe, no substantial
cracks or erosion features. Visually
inspect berms for structural integrity.
A minimum 3 feet freeboard is
required, measured from the surface of
the supernatant decant pool to the
lowest point on the TSF3 embankment.
Check open standpipe piezometers and
pneumatic piezometers for proper
operation and no obstructions.
The ultimate dam height shall not
exceed 3,860 feet at the end of mining.
Quarterly and
after rainfall
3 inches in 24
hours (except
for incline-
meters)
Exceeded
Structural
integrity standards
shall be reported
per Section 2.7.3,
all other response
actions shall be
documented in the
logbook and be
reported in the
Annual Report.
TSF4 (includes the
NBD and SBD) No visible evidence of crest failure, no
visible slips at toe, no substantial
cracks or erosion features. Visually
Quarterly and
after rainfall
3 inches in 24
Exceeded
Structural
integrity standards
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 50 of 65
Facility Name Operational Requirement
(Performance Alert Level) Inspection
Frequency Reporting
Requirements
inspect berms for structural integrity.
A minimum 5 feet of freeboard
required for dams, measured from the
surface of the supernatant pool to the
lowest point of the TSF4 main
embankment and boundary dams.
The ultimate dam height shall not
exceed 4,250 feet amsl at the end of
mining.
The minimum beach distance of 1,500
feet shall be maintained at this facility
during normal operating conditions,
and a minimum of 400 feet following a
100-year, 24-hour storm event. A
minimum of 8 piezometers shall be
installed and the water levels shall be
measured to ensure the phreatic
surface is maintained within safe
operating limits per Table 4.1-5.
Standpipe piezometers and pneumatic
piezometers shall be checked for
proper operation and no obstructions.
hours (except
for incline-
meters)
shall be reported
per Section 2.7.3,
all other response
actions shall be
documented in the
logbook and be
reported in the
Annual Report.
Northside Waste Rock
Dumps, Southside
Waste Rock Dump, 19
Extension Dump,
Castle Dome Marginal
Dump, Main Dump
No substantial slips at toe. No
substantial evidence of crest failures.
If facility has not yet been constructed,
the inspections are to be performed
when the facility has been constructed.
Quarterly Per Section 2.7.3
Stormwater run-
on/runoff control
features and berms
protecting closed in-
place facilities
Maintained to divert run-on and
prevent stormwater from ponding on
closed in-place facilities. No visible
erosion or other damage that may
impact berm integrity or stability.
Monthly and
after a
significant
storm or
natural
disaster,
regardless of
operating
status
Per Section 2.7.3
Freeboard in all
impoundments until
closure configuration
results achieved and
contain non-contact
stormwater only
Maintain at least 2 feet of freeboard
from top of berm, except in those
impoundments equipped with
spillway at a specific elevation that
are designed to discharge to the next
impoundment down line or to the
outfall under a valid AZPDES permit
(perform response actions per Section
2.6.2.2)
Monthly and
after a
significant
storm or
natural
disaster,
regardless of
operating
status
Per Section 2.7.3
POC Wells and Alert
Wells Well cap in place and no visible
damage to casing
Quarterly Annual Report
Impoundment Fluid
Level No unexpected or sudden loss of fluid
(perform response actions per Section
2.6.3.1)
Monthly and
after a
significant
storm or
Per Section 2.7.3
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 51 of 65
Facility Name Operational Requirement
(Performance Alert Level) Inspection
Frequency Reporting
Requirements
natural
disaster,
regardless of
operating
status
Solid Waste Landfill This facility has obtained
authorization for disposal of solid
waste pursuant to the Disposal
General Permit: Non-Municipal Solid
Waste Landfills at Mining Operations
(A.A.C. R18-13-802). Operational
requirements are covered under the
General Permit.
N/A N/A
Wastewater Treatment
Plant No structural damage; Distribution
box free flowing; Entrance pipe clear;
Effluent water clear; Air flow
adequate.
Monthly and
after rainfall
3 inches in 24
hours
Operational
response actions
shall be
documented in the
logbook and be
reported in the
Annual report
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 52 of 65
Table 4.1-5 Piezometer Monitoring
Piezometer ID Alert Level for Phreatic
Surface Elevation Latitude Longitude
AH-04-T4-27P 3316 33° 27’ 9.13” 110° 59’ 36.13”
P7 3663 33° 27’ 2.71” 110° 59’ 25.97”
P8 3673 33° 27’ 0.39” 110° 59’ 28.25”
P9 (future) 3762 33° 26’ 59.34” 110° 59’ 23.07”
P10 (future) 3833 33° 26’ 57.05” 110° 59’ 20.63”
P11 (future) 3883 33° 26’ 54.92” 110° 59’ 17.63”
P12 (future) 3916 33° 26’ 52.53” 110° 59’ 14.70”
NOTE: If replacement of a piezometer is necessary due to malfunction, the permittee may install a replacement
piezometer in the same general location, or additional piezometers as necessary may be added and no permit
amendment is required. The locational information may be updated in the permit during any future amendment.
Table 4.1-6 Pit Containment Active Monitoring
Well Name ADWR
Number Latitude Longitude
Measuring
Point
Elevation
(ft amsl2)
Total
Drilled
Depth
(ft bgs3)
Screened
Interval (ft bgs)
APP-1A 55-543407 33 27’ 25” N 110 58’ 43” W 3588.99 200 90-190
APP-1Br 55-563251 33 27’ 25” N 110 58’ 43” W 3590.50 485 370-450
APP-2 55-543406 33 27’ 16” N 110 59’ 46” W 3170.30 250 140-240
APP-3A 55-543404 33 25’ 34” N 110 59’ 59” W 3168.50 48 23.6-43.6
APP-3B 55-543405 33 25’ 34” N 110 59’ 59” W 3166.26 250 145-245
APP-4 55-543403 33 25’ 21” N 111 00’ 03” W 3256.29 153 45-145
APP-5A 55-543402 33 23’ 42” N 110 59’ 07” W 3468.41 35 25-35
APP-5B 55-553712M 33 23’ 42” N 110 59’ 07” W 3471.51 200 92-192
APP-6 55-543401 33 23’ 36” N 110 58’ 57” W 3516.00 135 24-114
APP-7 55-560644 33 22’ 58” N 110 59’ 25” W 3442.61 124 58-118
GTI-MW-3 55-525044 33 23’ 13” N 110 58’ 10”W 3878.58 81 19-79
GTI-MW-4 55-525043 33 23’ 01” N 110 58’ 11”W 3886.34 81 19-79
GTI-MW-5 55-526381 33 23’ 13” N 110 57’ 60”W 3947.45 100 50-100
MW-04-01 – 33 22’ 31” N 110 58’ 09”W 3740.07 103 40-100
MW-04-02 55–900604 33 22’ 46” N 110 57’ 39”W 4026.85 100 50-100
MW-04-03 55–900605 33 23’ 06” N 110 58’ 36”W 3581.65 90 40-90
MW-04-04 55–900606 33 23’ 22” N 110 59’ 06”W 3484.35 153 100-150
MW-04-06 55–900635 33 23’ 53” N 110 59’ 16”W 3882.67 100 70-100
MW-04-07 – 33 24’ 04” N 110 58’ 42”W 4003.88 400 280.5-
320.5
MW-04-09 55–900631 33 24’ 36” N 110 59’ 03”W 3441.65 400 30-60
MW-04-10 55–900632 33 24’ 58” N 110 58’ 42”W 4131.2 497 290-340
MW-04-12 55–900633 33 26’ 50” N 110 59’ 23”W 3347.35 320 290-320
MW-04-13 55–900672 33 24’ 25” N 110 58’ 36”W 4032.08 515 484-514
Shop Site 2 55-612354 33 23’ 05” N 110 57’ 55” W 4023.37 1510 40-1510
South 8 – 33 23’ 28” N 110 57’ 54” W 4098.60 600 –
Southeast 1B – 33 23’ 55” N 110 57’ 37” W 4022.69 200 –
West 32 – 33 23’ 38” N 110 58’ 16” W 3985.98 690 –
West 33 – 33 23’ 56” N 110 58’ 24” W 3824.89 800 –
2 ft amsl = feet above mean sea level 3 ft bgs = feet below ground surface
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 53 of 65
Well Name ADWR
Number Latitude Longitude
Measuring
Point
Elevation
(ft amsl2)
Total
Drilled
Depth
(ft bgs3)
Screened
Interval (ft bgs)
BMW08-1 - 33 23' 02.4" N 110 58' 18.6" W 3709 6 -
BMW08-10 - 33 27' 41.4" N 110 59' 55.1" W 2994.3 8 -
BMW08-10A - 33 27' 38.4" N 110 59' 54.8" W 2997.1 7 -
BMW08-6 - 33 25' 34.3" N 111 00' 05.2" W 3168 18 -
BMW08-7 - 33 25' 06.7" N 110 59' 11.4" W 3421 49 -
CDX-3 - 33 24' 21" N 110 56' 47" W 4540.2 1110 -
Cowboy 10 - 33 24' 13" N 110 56' 47" W 4538 460 -
DH08-11 - 33 24' 09.9" N 110 58' 43.8" W 3907.64 300 -
DH08-12 - 33 24' 00.8" N 110 58' 23.5" W 3908.55 299 -
DH08-31 - 33 24' 00.2" N 110 57' 57.7" W 4139.32 301 -
Domestic 2 - 33 23' 15" N 110 58' 24" W 3845 465 -
DW-08-2 - 33 24' 43.6" N 110 58' 32.0" W 3869.79 1338 -
Miller
Springs 1 -
33 23' 40" N 110 58' 23" W 3808.58 1150 200-600
MW-16-100 - 33 26' 04" N 110 58' 01" W 3996.41 335.1 -
MW-16-200 - 33 25' 39" N 110 57" 36" W 4688.88 690 -
PZ08-02 - 33 24' 00.0" N 110 58' 04.3" W 4101.25 1301 -
PZ08-04 - 33 24' 25.3" N 110 58' 28.5" W 3839.62 1210 -
PZ08-05 - 33 24' 36.5" N 110 58' 34.5" W 3785.61 1100 -
PZ08-08 - 33 25' 08.0" N 110 58' 10.0" W 4192.33 1517 -
PZ08-13 - 33 24' 10.6" N 110 58' 44.7" W 3879.50 1518.00 -
PZ08-14 - 33 24' 01.4" N 110 58' 23.9" W 3905.81 1520 -
PZ08-15 - 33 24' 32.6" N 110 58' 55.3" W 3908.91 1500 -
PZ08-6A - 33 24' 44.6" N 110 58' 50.6" W 4038.42 1250 -
PZ14-17 - 33 24' 09" N 110 58' 16" W 3817.17 383 -
PZ14-18 - 33 24' 14" N 110 58' 22" W 3820.31 925.5 -
PZ14-19 - 33 24' 58" N 110 58' 04" W 4212.06 1002 -
PZ14-20 - 33 25' 07" N 110 57' 33" W 4399.40 1002 -
S08-7 - 33 24’ 03.4" N 110 58' 40".7 W 4034.37 515 -
S08-9 - 33 25’ 16.8" N 110 58' 15.0" W 4248.93 230 -
Shopsite 1 55-640814 33 23' 39.3" N 110 58' 06.7" W 3886.00 150 -
South 38 - 33 24’ 09” N 110 58’ 14” W 4092.65 530 -
TSF3-13 - 33 25' 09" N 110 59' 20" W 3535.37 - -
TSF3-9 - 33 25' 32" N 110 59' 47" W 3226.46 150.00 -
U-8-4 - 33 27' 15" N 110 58' 40" W 3816.13 125 -
Parameter Monitoring
Frequency
Reporting
frequency Criteria for Action
Pit Containment Annually Annually
Water level measurements will be used to
develop groundwater potentiometric surface
maps. If groundwater flow direction towards
open pit and pit containment is not
demonstrated contingency requirements in
Section 2.6.2.1 must be followed.
Open pit water level Annually Annually Pit water level greater than 3,450 feet amsl
triggers contingency requirements.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 54 of 65
4.2 Groundwater Monitoring
Table 4.2-1 Monitor Well Locations and Monitored Facilities for Groundwater Monitoring
Sampling
Point Number Identifier
ADWR
Number Latitude Longitude
Facility
Monitoring
HAZARDOUS AND NONHAZARDOUS POINTS OF COMPLIANCE
GROUNDWATER POC MONITORING LOCATIONS
019 APP-1A 55-543407 33 27' 25" N 110 58' 43" W TSF4, above
fault zone
020 APP-1Br 55-563251 33 27' 25" N 110 58' 43" W TSF4, below
fault zone
021 APP-2 55-543406 33 27' 16" N 110 59' 46" W
TSF4,
Eastwater
Canyon
022 APP-3A 55-543404 33 25' 34" N 110 59' 59" W Gold Gulch
023 APP-3B 55-543405 33 25' 34" N 110 59' 59" W Gold Gulch
024 APP-4 55-543403 33 25' 21" N 111 00' 03" W TSF3
025 APP-5A 55-543402 33 23' 42" N 110 59' 07" W No. 1
Seepage
026 APP-5B 55-553712M 33 23' 42" N 110 59' 07" W No. 1
Seepage
027 APP-6 55-543401 33 23' 36" N 110 58' 57" W Miller Gulch
SPRING POC MONITORING LOCATIONS
033 North Draw 1 N/A4 33 25' 38" N 111 00' 00" W Baker Pond
036
MG1-6b/
Homestead
Springs
N/A 33 24' 54" N 111 00' 05" W TSF3
ALERT LOCATION – GROUNDWATER/SEEP/SPRING MONITORING
032 APP-7 (Ground-
water well) 55-560644 33 22' 58" N 110 59' 25" W Gold Gulch
035
MG1-12b/
Spring Gold
Gulch 1
N/A 33 25' 31" N 110 59' 43" W Gold Gulch
034
MG1-7a/
Raffinate Pond
Monitoring Point
(seep)
N/A 33 23' 33" N 110 59' 17" W Raffinate
Pond
4 N/A = not applicable
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 55 of 65
Table 4.2-2 Quarterly Groundwater Compliance Monitoring for POC Wells
Parameter Units APP-1A APP-1Br APP-2 APP-3A APP-3B
AQL AL AQL AL AQL AL AQL AL AQL AL
Field pH S.U. M5 M M M M M M M M M
Field temperature degrees F M M M M M M M M M M Field specific conductance mhos/cm M M M M M M M M M M Total dissolved solids mg/L M M M M M M M M M M
Sulfate mg/L M M M M M M M M M M
Fluoride mg/L 4.0 3.2 4.0 3.2 4.0 3.2 4.0 3.2 4.0 3.2
Nitrate-nitrite as N6 mg/L 10.0 8.0 10.0 8.0 10.0 8.0 10.0 8.0 10.0 8.0
Antimony mg/L 0.006 0.0048 0.006 0.0048 0.006 0.0048 0.006 0.0048 0.006 0.0048
Arsenic mg/L 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04
Beryllium mg/L 0.004 0.0032 0.004 0.0032 0.004 0.0032 0.004 0.0032 0.004 0.0032
Cadmium mg/L 0.005 0.004 0.005 0.004 0.005 0.004 0.005 0.004 0.005 0.004
Cobalt mg/L M M M M M M M M M M Copper mg/L M M M M M M M M M M
Iron mg/L M M M M M M M M M M
Lead mg/L 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04
Manganese mg/L M M M M M M M M M M
Nickel mg/L 0.10 0.08 0.10 0.08 0.10 0.08 0.10 0.08 0.10 0.08
Selenium mg/L 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04
Zinc mg/L M M M M M M M M M M
Parameter Units APP-4 APP-5A APP-5B APP-6
AQL AL AQL AL AQL AL AQL AL
Field pH S.U. M M M M M M M M
Field temperature degrees F M M M M M M M M Field specific conductance mhos/cm M M M M M M M M Total dissolved solids mg/L M M M M M M M M
Sulfate mg/L M M M M M M M M
Fluoride mg/L 4.0 3.2 4.0 3.2 4.0 3.2 4.0 3.2
Nitrate-nitrite as N mg/L 10.0 8.0 10.0 8.0 10.0 8.0 10.0 8.0
Aluminum mg/L N/A N/A N/A N/A N/A N/A M M
Antimony mg/L 0.006 0.0048 0.006 0.0048 0.006 0.0048 0.006 0.0048
Arsenic mg/L 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04
Beryllium mg/L 0.004 0.0032 N/A N/A 0.004 0.0032 0.004 0.0032
Cadmium mg/L 0.005 0.004 N/A N/A 0.005 0.004 0.005 0.004
Cobalt mg/L M M N/A N/A M 0.25 M M Copper mg/L M M M M M 0.10 M M
Iron mg/L M M M M M 4.3 M M
Lead mg/L N/A N/A 0.05 0.04 0.05 0.04 0.05 0.04
Manganese mg/L M M M M M 0.25 M M
Nickel mg/L N/A N/A 0.10 0.08 0.10 0.08 0.10 0.08
Selenium mg/L 0.05 0.04 0.05 0.04 0.05 0.04 0.05 0.04
Zinc mg/L M M M M M M M M
NOTES:
1) All metals and radiochemical analyses shall be for dissolved metals/radionuclides.
5 M = monitor only 6 Nitrate-nitrite as N may be expressed as nitrate as N plus nitrite as N.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 56 of 65
Table 4.2-3 Quarterly Groundwater Compliance Monitoring
for Spring POC Monitoring Points and Alert Monitoring Locations
Parameter Units
Spring Groundwater POC Monitoring Points Alert Monitoring Locations
MG1-6b North Draw 1 MG1-12b MG1-7a APP-7
AQL AL AQL AL AL AL AL
Field pH S.U. M7 M M M M M M
Field temperature degrees F M M M M M M M Field specific conductance mhos/cm M M M M M M M Total dissolved solids mg/L M M M M M M M
Sulfate mg/L M M M M M M M
Fluoride mg/L N/A N/A N/A N/A 3.2 3.2 3.2
Nitrate-nitrite as N8 mg/L 10.0 8.0 10.0 8.0 8.0 8.0 8.0
Antimony mg/L 0.006 0.0048 0.006 0.0048 0.0048 0.0048 0.0048
Arsenic mg/L 0.05 0.04 0.05 0.04 0.04 0.04 0.04
Beryllium mg/L 0.004 0.0032 0.004 0.0032 0.0032 0.0032 0.0032
Cadmium mg/L 0.005 0.004 0.005 0.004 0.004 0.004 0.004
Cobalt mg/L M M M M 0.25 0.25 M Copper mg/L M M M M 0.1 0.1 M
Iron mg/L M M M M M 0.43 M
Lead mg/L 0.05 0.04 0.05 0.04 0.04 0.04 0.04
Manganese mg/L M M M M M 1.8 M
Nickel mg/L 0.10 0.08 0.10 0.08 0.08 0.08 0.08
Selenium mg/L 0.05 0.04 0.05 0.04 0.04 0.04 0.04
Zinc mg/L M M M M 0.25 0.25 M
Gross alpha pCi/L N/A N/A N/A N/A M M N/A
NOTES:
1) All metals and radiochemical analyses shall be for dissolved metals/radionuclides.
7 M = monitor only 8 Nitrate-nitrite as N may be expressed as nitrate as N plus nitrite as N.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 57 of 65
Table 4.2-4 Biennial Groundwater Compliance Monitoring for POC Wells
Parameter Units APP-1A APP-1Br APP-2 APP-3A APP-3B
AQL AL AQL AL AQL AL AQL AL AQL AL
Lab pH S.U. M M M M M M M M M M Lab specific conductance mhos/cm M M M M M M M M M M Chloride mg/L M M M M M M M M M M
Carbonate mg/L M M M M M M M M M M
Bicarbonate mg/L M M M M M M M M M M
Total Alkalinity mg/L M M M M M M M M M M Calcium mg/L M M M M M M M M M M
Magnesium mg/L M M M M M M M M M M
Potassium mg/L M M M M M M M M M M
Sodium mg/L M M M M M M M M M M
Cation/anion balance % M M M M M M M M M M Aluminum mg/L M M M M M M M M M M Barium mg/L 2.0 1.6 2.0 1.6 2.0 1.6 2.0 1.6 2.0 1.6
Chromium (total) mg/L 0.10 0.08 0.10 0.08 0.10 0.08 0.10 0.08 0.10 0.08
Cyanide (total) mg/L M 0.16 M 0.16 M 0.16 M 0.16 M 0.16
Mercury mg/L 0.002 0.0016 0.002 0.0016 0.002 0.0016 0.002 0.0016 0.002 0.0016
Thallium mg/L 0.002 0.0016 0.002 0.0016 0.002 0.0016 0.002 0.0016 0.002 0.0016
Gross alpha pCi/L M M M M M M M M M M
Adjusted gross alpha9 pCi/L 15 12 15 12 15 12 15 12 15 12
Radium 226+22810 pCi/L 5 4 5 4 5 4 5 4 5 4
Uranium (combined) µg/L M M M M M M M M M M
Parameter Units APP-4 APP-5A APP-5B APP-6
AQL AL AQL AL AQL AL AQL AL
Lab pH S.U. M M M M M M M M
Lab specific conductance mhos/cm M M M M M M M M
Chloride mg/L M M M M M M M M
Carbonate mg/L M M M M M M M M
Bicarbonate mg/L M M M M M M M M
Total Alkalinity mg/L M M M M M M M M
Calcium mg/L M M M M M M M M
Magnesium mg/L M M M M M M M M
Potassium mg/L M M M M M M M M
Sodium mg/L M M M M M M M M
Cation/anion balance % M M M M M M M M
Aluminum mg/L M M M M M M N/A N/A
Arsenic mg/L N/A N/A N/A N/A N/A N/A 0.05 0.04
Barium mg/L 2.0 1.6 2.0 1.6 2.0 1.6 2.0 1.6
Beryllium mg/L N/A N/A 0.004 0.0032 N/A N/A N/A N/A
Cadmium mg/L N/A N/A 0.005 0.004 N/A N/A N/A N/A
Chromium (total) mg/L 0.10 0.08 0.10 0.08 0.10 0.08 0.10 0.08
Cobalt mg/L N/A N/A M M N/A N/A N/A N/A
Cyanide (total) mg/L M 0.16 M 0.16 M 0.16 M 0.16
Lead mg/L 0.05 0.04 N/A N/A N/A N/A N/A N/A
Mercury mg/L 0.002 0.0016 0.002 0.0016 0.002 0.0016 0.002 0.0016
Nickel mg/L 0.10 0.08 N/A N/A N/A N/A N/A N/A
Thallium mg/L 0.002 0.0016 0.002 0.0016 0.002 0.0016 0.002 0.0016
Gross alpha pCi/L M M M M M M M M
Adjusted gross alpha11 pCi/L 15 12 15 12 15 12 15 12
9 The adjusted gross alpha particle activity is the gross alpha particle activity, including radium 226, and any other alpha emitters,
if present in the water sample, minus radon and total uranium (the sum of uranium 238, uranium 235 and uranium 234
isotopes). The gross alpha analytical procedure (evaporation technique: EPA Method 900.0) drives off radon gas in the water
samples. Therefore, the Adjusted Gross Alpha should be calculated using the following formula: (Laboratory Reported Gross
Alpha MINUS Sum of the Uranium Isotopes). 10 Total radium is expressed as the sum of radium-226 plus radium-228. 11 The adjusted gross alpha particle activity is the gross alpha particle activity, including radium 226, and any other alpha
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 58 of 65
Parameter Units APP-4 APP-5A APP-5B APP-6
AQL AL AQL AL AQL AL AQL AL
Radium 226+22812 pCi/L 5 4 5 4 5 4 5 4
Uranium (combined) µg/L M M M M M M M M
NOTES:
1) All metals and radiochemical analyses shall be for dissolved metals/radionuclides.
emitters, if present in the water sample, minus radon and total uranium (the sum of uranium 238, uranium 235 and uranium 234
isotopes). The gross alpha analytical procedure (evaporation technique: EPA Method 900.0) drives off radon gas in the water
samples. Therefore, the Adjusted Gross Alpha should be calculated using the following formula: (Laboratory Reported Gross
Alpha MINUS Sum of the Uranium Isotopes). 12 Total radium is expressed as the sum of radium-226 plus radium-228.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 59 of 65
Table 4.2-5 Biennial Groundwater Compliance Monitoring
for Spring POC Monitoring Points and Alert Monitoring Locations
Parameter Units
Spring Groundwater POC Monitoring Points Alert Monitoring Locations
MG1-6b North Draw 1 MG1-12b MG1-7a APP-7
AQL AL AQL AL AL AL AL
Lab pH S.U. M M M M M M M
Lab specific conductance mhos/cm M M M M M M M
Chloride mg/L M M M M M 87 M
Fluoride mg/L 4 0.32 4 0.32 N/A N/A N/A
Carbonate mg/L M M M M M 5 M
Bicarbonate mg/L M M M M M 739 M
Total Alkalinity mg/L M M M M M M M
Calcium mg/L M M M M M 792 M
Magnesium mg/L M M M M M 168 M
Potassium mg/L M M M M M 17 M
Sodium mg/L M M M M 145 140 M
Cation/anion balance % M M M M M M M
Aluminum mg/L M M M M M 3.0 M
Barium mg/L 2 1.6 2 1.6 1.6 1.6 1.6
Chromium (total) mg/L 0.1 0.08 0.1 0.08 0.08 0.08 0.08
Cyanide (total) mg/L 0.2 0.16 0.2 0.16 0.16 0.16 0.16
Mercury mg/L 0.002 0.0016 0.002 0.0016 0.0016 0.0016 0.0016
Thallium mg/L 0.002 0.0016 0.002 0.0016 0.0016 0.0016 0.0016
Gross alpha pCi/L M M M M N/A N/A M
Adjusted gross alpha13 pCi/L 15 12 15 12 12 12 12
Radium 226+22814 pCi/L 5 4 5 4 4 4 4
Uranium (combined) µg/L M M M M M M M
NOTES:
1) All metals and radiochemical analyses shall be for dissolved metals/radionuclides.
13 The adjusted gross alpha particle activity is the gross alpha particle activity, including radium 226, and any other alpha
emitters, if present in the water sample, minus radon and total uranium (the sum of uranium 238, uranium 235 and uranium 234
isotopes). The gross alpha analytical procedure (evaporation technique: EPA Method 900.0) drives off radon gas in the water
samples. Therefore, the Adjusted Gross Alpha should be calculated using the following formula: (Laboratory Reported Gross
Alpha MINUS Sum of the Uranium Isotopes). 14 Total radium is expressed as the sum of radium-226 plus radium-228.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 60 of 65
4.3 Discharge Monitoring
TABLE 4.3-1 ROUTINE DISCHARGE MONITORING – WWTP
Sampling Point Number Sampling Point Identification Latitude Longitude
2 Downstream of the chlorination tank on the
effluent line 33° 23' 17" N 110° 58' 24" W
Parameter AL15 DL16 Units Sampling
Frequency
Reporting
Frequency
Total Flow17: Daily18 Not
established
Not
established gpd Every day Quarterly
Total Flow: Monthly Average19 23,750 25,000 gpd Monthly
Calculation Quarterly
Fecal Coliform
Single-sample maximum No Limit 800 MPN20 Daily21 Quarterly
Fecal Coliform: four (4) of seven
(7) samples in a week22 No Limit 20023 MPN
Weekly
Calculation Quarterly
Total Nitrogen24:
Five-sample rolling geometric
mean25
Not
established
Not
established mg/L26
Monthly
Calculation Quarterly
15 AL = Alert Level 16 DL = Discharge Limit 17 Total flow for all methods of disposal 18 Flow shall be measured using a continuous recording flow meter which totals the flow daily. 19 Monthly average of daily flow values 20 MPN = Most Probable Number / 100 ml sample. A value of <2.2 shall be considered to be non-detect. 21 For fecal coliform only, “daily” sampling means every day in which a sample can practicably be obtained and delivered in
sufficient time for proper analysis, provided that no less than four samples in each week are obtained and analyzed. 22 Week means a seven-day period starting on Sunday and ending on the following Saturday. The reporting form for this
parameter consists of 13 weeks per quarter. 23
Fecal coliform four (4) of seven (7) samples requires entering “Compliance” or “Non-compliance” on the SMRF for each
week of the reporting period. Evaluate the daily fecal coliform results for that week (Sunday through Saturday). If, of these
seven (7) days, four (4) or more of the daily fecal coliform results are non-detect, report “Compliance” for that week’s entry
on the SMRF. If three (3) or fewer of the daily fecal coliform results are non-detect, report “Non-compliance for that week’s
entry on the SMRF. 24 Total Nitrogen = Nitrate as N + Nitrite as N + Total Kjeldahl Nitrogen 25 The 5-sample rolling geometric mean is determined by multiplying the 5 most recent monthly sample values together then
taking the fifth root of the product. Example: GM5 = 5
54321 ))(m)(m)(m)(m(m
26 “mg/L” means milligrams per liter
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 61 of 65
5.0 REFERENCES AND PERTINENT INFORMATION
The terms and conditions set forth in this permit have been developed based upon the information contained
in the following, which are on file with the Department:
1. Original APP Application dated September 15, 1995.
2. APP amended June 1999 and November 2002.
3. Public Notices, dated June 30, 1996, and April 16, 1999, and November 30, 2002.
4. Legal description: The Pinto Valley Mine is located approximately 8 miles west of Miami, Arizona, in
Gila County, over groundwater of the Salt River groundwater basin in Township 01 N, Ranges 13E and
14E, Gila and Salt River Base Line and Meridian:
Latitude 33° 24' 33.0" North
Longitude 110° 57' 48.0" West
5.1 Other Amendment to APP for Gold Gulch
1. APP Amendment Application date: September 15, 2006
2. Response to Notice of Administrative Deficiencies dated: October 13, 2006
3. Response to Substantive Review Comments dated: November 14, 2006
4. APP issuance date: December 22, 2006
5.2 Minor Amendment to APP
1. APP Amendment Application date: Not applicable
2. Response to Notice of Administrative Deficiencies dated: Not applicable
3. Response to Substantive Review Comments dated: Not applicable
4. APP issuance date: February 1, 2007
5.3 Other Amendment to APP for Alert Levels
1. APP Amendment Application date: October 25, 2006
2. Response to Notice of Administrative Deficiencies dated: February 22, 2007
3. Response to Substantive Review Comments dated: February 27, 2007
4. APP issuance date: August 14, 2007
5.4 Significant Amendment for the Addition of the WWTP and Solid Waste Landfill
This amendment required joint signature from the Water Quality and Waste Programs Divisions.
1. APP Amendment Application date: February 20, 2008
2. Public Notice dated: May 18, 2011
3. APP issuance date: August 31, 2011 (WQD); September 6, 2011 (WPD)
5.5 Other Amendment for the BADCT Upgrade to Gold Gulch 1A PLS Pond
1. APP Amendment Application date: March 12, 2012
5.6 Significant Amendment for the Closure of TSF1
1. APP Amendment Application date: August 14, 2012
2. Public Notice dated: August 28, 2013
3. APP issuance date: September 30, 2013
5.7 Other Amendment to Transfer Ownership to Pinto Valley Mining Corp.
1. APP Amendment Application date: October 1, 2013
2. APP issuance date: October 8, 2013 (WPD), October 11, 2013 (WQD)
5.8 Other Amendment to APP to change Financial Assurance Mechanism
1. APP Amendment Application date: May 9, 2014
2. APP issuance date: June 23, 2014 (WQD), June 24, 2014 (WPD)
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 62 of 65
5.9 Significant Amendment to APP for the Addition of CDMD, NBMD, GGED, GGWD,
Expansion of the LGLP, and removal of the East Dump
1. APP Amendment Application date: November 7, 2014
2. Public Notice dated: July 22, 2015
3. APP issuance date: October 9, 2015 (WQD), October 19, 2015 (WPD)
5.10 Significant Amendment to APP to Consolidate GGED, GGWD and the Expansion of the
LGLP to form the Main Dump, and Removal of the North Dump
1. APP Amendment Application dated: December 1, 2015
2. Public Notice dated: March 23, 2016
3. APP issuance date: May 19, 2016
5.11 Significant Amendment to APP to Consolidate TSF4 Boundary Dams and Update Closure
and Post-closure Costs
1. APP Amendment Application dated: February 7, 2016
2. Public Notice dated: May 25, 2016
3. APP issuance date: July 25, 2016
5.12 Other Amendment to APP to Remove Unbuilt facilities, Remove Alert Levels for
Constituents without AWQS, and Update Closure and Post-closure Costs
1. APP Amendment Application dated: July 19, 2016
2. APP issuance date: March 8, 2017 (WQD), March 13, 2017 (WPD)
5.13 Significant Amendment to APP to Modify TSF4 footprint
1. APP Amendment Application dated: January 12, 2018
2. Public Notice dated: ___________________________
3. APP issuance date: ____________________________
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 63 of 65
6.0 NOTIFICATION PROVISIONS
6.1 Annual Registration Fees
The permittee is notified of the obligation to pay an Annual Registration Fee to ADEQ. The Annual
Registration Fee is based upon the amount of daily influent or discharge of pollutants in gallons per
day as established by A.R.S. § 49-242.
6.2 Duty to Comply [A.R.S. §§ 49-221 through 49-263]
The permittee is notified of the obligation to comply with all conditions of this permit and all
applicable provisions of Title 49, Chapter 2, Articles 1, 2 and 3 of the Arizona Revised Statutes,
Title 18, Chapter 9, Articles 1 through 4, and Title 18, Chapter 11, Article 4 of the Arizona
Administrative Code. Any permit non-compliance constitutes a violation and is grounds for an
enforcement action pursuant to Title 49, Chapter 2, Article 4 or permit amendment, suspension, or
revocation.
6.3 Duty to Provide Information [A.R.S. §§ 49-243(K)(2) and 49-243(K)(8)]
The permittee shall furnish to the Director, or an authorized representative, within a time specified,
any information which the Director may request to determine whether cause exists for amending or
terminating this permit, or to determine compliance with this permit. The permittee shall also
furnish to the Director, upon request, copies of records required to be kept by this permit.
6.4 Compliance with Aquifer Water Quality Standards [A.R.S. §§ 49-243(B)(2) and 49-243(B)(3)]
The permittee shall not cause or contribute to a violation of an aquifer water quality standard at the
applicable point of compliance for the facility. Where, at the time of issuance of the permit, an
aquifer already exceeds an aquifer water quality standard for a pollutant, the permittee shall not
discharge that pollutant so as to further degrade, at the applicable point of compliance for the facility,
the water quality of any aquifer for that pollutant.
6.5 Technical and Financial Capability [A.R.S. §§ 49-243(K)(8) and 49-243(N) and A.A.C. R18-9-
A202(B) and R18-9-A203(E) and (F)]
The permittee shall have and maintain the technical and financial capability necessary to fully carry
out the terms and conditions of this permit. Any bond, insurance policy, trust fund, or other financial
assurance mechanism provided as a demonstration of financial capability in the permit application,
pursuant to A.A.C. R18-9-A203(D), shall be in effect prior to any discharge authorized by this
permit and shall remain in effect for the duration of the permit.
6.6 Reporting of Bankruptcy or Environmental Enforcement [A.A.C. R18-9-A207(C)]
The permittee shall notify the Director within five days after the occurrence of any one of the
following:
1. The filing of bankruptcy by the permittee.
2. The entry of any order or judgment not issued by the Director against the permittee for the
enforcement of any environmental protection statute or rule.
6.7 Monitoring and Records [A.R.S. § 49-243(K)(8) and A.A.C. R18-9-A206]
The permittee shall conduct any monitoring activity necessary to assure compliance with this permit,
with the applicable water quality standards established pursuant to A.R.S. §§ 49 221 and 49 223 and
§§ 49 241 through 49 252.
6.8 Inspection and Entry [A.R.S. §§ 41-1009, 49-203(B) and 49-243(K)(8)]
In accordance with A.R.S. §§ 41-1009 and 49-203(B), the permittee shall allow the Director, or an
authorized representative, upon the presentation of credentials and other documents as may be
required by law, to enter and inspect the facility as reasonably necessary to ensure compliance with
Title 49, Chapter 2, Article 3 of the Arizona Revised Statutes, and Title 18, Chapter 9, Articles 1
through 4 of the Arizona Administrative Code and the terms and conditions of this permit.
6.9 Duty to Modify [A.R.S. § 49-243(K)(8) and A.A.C. R18-9-A211]
The permittee shall apply for and receive a written amendment before deviating from any of the
designs or operational practices specified by this permit.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 64 of 65
6.10 Permit Action: Amendment, Transfer, Suspension & Revocation [A.R.S. §§ 49-201, 49-241
through 251, A.A.C. R18-9-A211, R18-9-A212 and R18-9-A213]
This permit may be amended, transferred, renewed, or revoked for cause, under the rules of the
Department.
The permittee shall notify the Groundwater Protection Value Stream in writing within 15 days after
any change in the owner or operator of the facility. The notification shall state the permit number,
the name of the facility, the date of property transfer, and the name, address, and phone number
where the new owner or operator can be reached. The operator shall advise the new owner or
operators of the terms of this permit and the need for permit transfer in accordance with the rules.
AQUIFER PROTECTION PERMIT
APP NO. P-100329, LTF 69597
Page 65 of 65
7.0 ADDITIONAL PERMIT CONDITIONS
7.1 Other Information [A.R.S. § 49-243(K)(8)]
Where the permittee becomes aware that it failed to submit any relevant facts in a permit application,
or submitted incorrect information in a permit application or in any report to the Director, the
permittee shall promptly submit the correct facts or information.
7.2 Severability [A.R.S. §§ 49-201, 49-241 through 251, A.A.C. R18-9-A211, R18-9-A212 and R18-
9-A213]
The provisions of this permit are severable, and if any provision of this permit, or the application of
any provision of this permit to any circumstance, is held invalid, the application of such provision
to other circumstances, and the remainder of this permit, shall not be affected thereby. The filing
of a request by the permittee for a permit action does not stay or suspend the effectiveness of any
existing permit condition.
7.3 Permit Transfer
This permit may not be transferred to any other person except after notice to and approval of the
transfer by the Department. No transfer shall be approved until the applicant complies with all
transfer requirements as specified in A.A.C. R18-9-A212(B) and (C).